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HomeMy WebLinkAbout079-370-022ARCHIE HOGG -555 Circle Dr., Orov'ille Permit #2607-77E(ele pole) future lot'development 936 230-02-2— 99-1792 p m e nt CHANEY, Richard 555 Circle Drive, Oroville Contr: Owner Elec/weli & lot dlev 99-2501 CHANEY, RICHARD 555 CIRCLE DRIVE, OROVILLE C.ONTR: OWNER . LOT DEVELOPMENT 99-2598 CHANEY, RICHARD & SHIRLEY 555 CIRCLE DRIVE, OROVILLE CONTR: OWNER lO NEW SINGLE FAMILY 99-150AG RICHARD CHANEY 555 CIRCLE DRI -VE, OROVILLE A CULTURAL EXEME12-ERMIT FARM EQUIPMENT, STORAGE �'7 �-- x'70 - oaf w f . NOTES ,' RESIDENTIAL 036-230-022 - . 99-2598 z, _ /�?��%9 `S" PERMIT NO! CHANEY, RICHARD & SHIRLEY t; + SSS CIRCLE DRIVE, OROVILLE CONTR: OWNER ! NEW SINGLE FAMILY' f 1 +!L y. l+ a�. h w . t , Sd g i SPECIAL CONDITIONS CHECKED BY . SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER OFFICE COPY Address GAS Meter By 4f Date of Mete y —bate'--' r JOB FINALED (Date) " I� Signature V= OK 0.= Not OK Not Applicable MOBILE DOMES = Not Ready Date MOBILE HOME UTILITIES (Plans) OK except #'s r 3. 1. Zoning Requirements -Setbacks -Easements J Elec.; Receptacles and Lighting, Distance•GFI.- 2. Soils; Special MH Support Sketch 6. 3. Sewer; Location -Test -Fall -C/O -Concrete Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 4. Water; Location -Test -Easement Needed (Sketch) 9. 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete Plumb.; Cir. Test -Water Supply Test 6. Gas; Location -Test -Wrap;-/ /" L 'ft. / P Nat. or / - /"L"ft./ /'LPG Y 7. Well Clearance & Discorinect 8. Utility Clearance Date . 1 y 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 - i 1 " 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 Cen. 10. Exits; Insp.-Sketch 11. Can. 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 I 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-Beams-Rftrs.-Connectors 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 4 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability r 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance•GFI.- 5. 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- Panelboards-Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Liaht Niche Date Card B-1 Date Card B-1 Date Card B-1 Date . Card B-1 8 } U r Y 8 V = OK 0 = Not OK - = Not Applicable = Not Ready RESIDENTIAL Date derfl or (Plans) OK except #'s Zon' •Setbacks -Easements -Flood -Slope tg., Main; Soils-Elec. Grnd.-/ Ftg. Depth ., Garage; Soils-Steel-Elec. Grnd lg. Depth 4. Ft orches & Decks; Soils -Steel-/ /" Ftg. Depth temwalls, Main; Steel-Blockouts-Wrapped 6. Stemwalls, Garage; Steel-Blockouts-Wrapped EySFab, old Downs and Special Anchors Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel `%1t'() �r 10. D.W.V.; Fall -Fitting -Test -2 Way C/0 -Sewer Test UF, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electr' erground Plenu Dual up ns. r p Gtrde - i nchCCeotts-Joists-Vents-Clippies jL*1"Access & Ventilation 16. Insulation DatSS eb Card B-1 XlfDate Z) Card B -1,j /E Date_/ % vo Card B-1 Date Card B-1 WAW. Date PLUMBING (Permit) OK ei clbpt #'s Cig— Vater Htr.; ent-Access-Combustion Air Baffle ater ' e; Test & Anchor -Nail Protection DR D'Test Fittings & Anchor -Nail Protection Shower an; Test, First Floor -Tub Access 21. Test Tub & Shower, Second Floor -Tub Access a- &as-P—mD -Sixe & Anchors Date 2Q QO Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELE RICAL (Permit) OK except #'s L.Fixture & Transformer Clearance -Ins. Protection Elec. Receptacles Spacing -Lights & Switches at Doors 95-8izg"Boxes & No. of Conductors Stapled omex Installed Close to Edge of Studs & C.J. quip. Ground made up w/Mech Fasteners -Bond Gas & Water 2 Appliance Circuits in Kitchep & Conductor Size GFI Subfeed Wire Size / rrz6r AI-A.C. Wire Size / / a Cu or At ange Circle /ga CujF Oven Circ. /e,6 /g`��orAI Insulated Neutral 4Kes O No uctors & Ground Main Disconnect quip. Clearances Panels-Motors-Mech. Equip. C hes Closet Light -Shower Light -Spa Light L Smoke Detector Date L� r70 Card B-1 Date Card B-1 Date T Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s A. . Ducts Insulation & Support Vent Fan, Exhaust above insulation C densate Drain & Overflow, Size & Grade 1597 Fur -Vent Access -Comb. Air -Return Air Vent 115 outlet lag"Attac Access & Platform if Furnace in Attic Date () Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s Sits Proper Materials & Anchors alls Studs -Nailing Spacing & Braces -Plates -Sound Bearing Walls over Girders & Floor Nailing Stop in Walls (rat proof) F're Stops, Furred Ceilings -Stairs -Chasers -Tubs Headers & Beams -Size & Bearing (Single & Duplex) Date FRAMING (Continued) H gers-Post Caps -Anchors -Connectors Clin Joist-Rhr. Ties-Pullin-Rofi Brac.-Trust-Shting.-Ring. Fireplace Ties or Typs & Fltie-Fireplace Throat Clearance ttic Access; Size & Romex Protection -Draft Stop -Ins. Baffles drm. Windows or Exiting Doors -Sill Ht. & Dimensions Garage Fire Protection Framing roperty Line Firewall & Openings Wit. Doors -One 3' -Check Garage 3rd Story, 2 Exits h4%4- Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection Plywood on Roof Overhang -Attic Vents -Rafter Outriggers i mg- ai i _ Veneer 157%Siucco Mesh -Drip Screed -Fd. Vents-Underflr. Access Glazing Area -Glass Protection -Skylights -Plastic LSe-Shear Walls; Nailing -Bolts 66. ace Interior/Exteri6i Wall Panels / 1 62. Infiltration -Walls -Windows Date Z b Oy Card B-1 Date Card B-1 Date Card B- Date Card B-1 Date FINAL (Plans) OK except #'s Lka> Ext. Steps -Door & Sidelight Protection -Landings Smc detector 6 urnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor -Ducts -Mach. Protection edroom Exiting Bath Fixtures & Tub Access -Spa Elec. Trim & Subpanel, Breaker Sizes & Labels Stairs & Rails Clearance -Hearth E.tt—Elac. Outlets at Wood Panel. Int. & Ext. Kit. Fixt. & Appliance; Ground -Air Gap -Cooking Clearance Elec. Outlets & Receptacles at Kit. Counter gyage Fire Door; Swing -Landing -Closure Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Qvage; Above Floor-Mech. Protection lec. & Mech. Equip. Listed for Location lec. Receptacles in Garage (F.F.I.)-Romex Protection sulation-Fo tic Rails & Deck Construction -Post Caps Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor ❑ Yes 82. Following Instld./Drive 0 Yes A.Wlalks 0 Yes 4AWl inters 0 YesErfro- 83� Stnsee.Brc*n-Finish A. . Unit Disconnect, Electrical -Plumbing Ve bove Roof, Plbg-Appliance-Fireplace-Clearance to Openings Well, Disconnect, Electrical, Plumbing xterior Elec. Trim, G.F.I. Receptacle -Underground jBe'Gritilation Throughout House lass Protection 9 orrections from Previous Inspections /91,1<,Tst-Meters Tagged, Gas -Electric r & Sewer Connected -C/O to Grade -HD Approval nergy Compliance Certificate -Other Certificates Address Posted Date Card B-120 Date Card B-1 Dat Card 13-1 Date Card B-1 Dateff Card B-1 y Date Card B-1 Comments at Final: IV COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES * , 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 . CORRECTION NOTICE I Ir Gt 9g - � u�-a v. OWNER PERMITNO. 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 r. completed. you have any questions pertaining to this matter, or need additional explanation, please c /-,act this office immediately. a l/ .wro oyes G�� bc d� Date 7 23 Inspector REV IW92 W COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411' Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE 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 completed./f you have any questions pertaining to this matter, or need additional explanation, please cqAtact this office immediately. 4 PT- I Date �ZO �� Inspector" ` REV 10 2 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 41 T -Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances ex t at the above address and should be corrected. Please notice this office when correction of ork is .. completed. If you have any questions pertaining to this matter, or need additional expla ation, r please contact this office immediately. LA 4- ;k _ II COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is Date % /� Inspector X L / LOERKE INSULATION CO., INC. �r INSULATION CERTIFICATE 555 Circle Drive Oroville uan ei#and Street City County S-d.wsw DESCRIPTION OF INSTALLATION 1. ROOF Material Thickness (inches) 2. CEILING Brand Name Thermal Resistance (R -Value) Batt or Blanket Type Fiberglass Batts Brand Name Johns Manville Thickness (inches) 13" Thermal Resistance (R -Value) R38 Loose Fill Type Fiberglass Brand Name Johns Manville Contractor/s min. installed weight/ft sq. ib, Minimum Thickness inches. Manufacturer's installed weight per square foot to achieve Thermal Resistance (R Value) 3. EXTERIOR WALL Material Fiberglass Batts Thickness (inches) 5.5" 4. RAISED FLOOR Material Fiberglass Batts Thickness (inches) 5. SLAB FLOOR / PERIMETER Material Thickness _ Perimeter Insulation Depth (inches) 6. FOUNDATION WALL Material Thickness (inches DECLARATION Brand Name Johns Manville Thermal Resistance (R -Value) R21 Brand Name Johns Manville Thermal Resistance (R -Value) Brand Name - Thermal Resistance (R -Value Brand Name Thermal Resistance (R -Value) I hereby certify that the above insulation was installed in the building at the above location in conformance with the current Energy Efficienc Standards for residential buildings (Title 24,Part 6, California Code of Regulations) as indica ed on the Uertificate of compliance, where applicable. C.1-4499150 - 27 -0 LOERKE INSULATION CO., INC. Item #s ,17fatute, Date Installing Subcontractor (Co. Name) Or General Contractor (Co. Name) Or Owner Item #s Signature, Date Installing Subcontractor (Co. Name) Or General 'Contractor (Co. flame) Or owner Item #s Signature, Date Installing Subcontractor (Co. Name) Or General Contractor Co. Name)Or Owner Certificate of conformance Certificate .054063 THIS IS TO CERTIFY that the glued laminated timber products identified with a collective .mark of Engineered. Wood Systems (EWS) were manufactured in ' accordancc with the applicable -standards and associated specifications indicated below: ANSI Standard A190.1-1992, For. Wood Products – Structural Glued Laminated Timber NER-486 Glued Laminated Timber Combinations And "GAP", Computer Program For Determining Design Stresses AITC 117-93 – Manufacturing – Standard Specifications For Structural Glued Laminated Timber Of So±twood Species IT IS HEREBY CERTIFIED that the APA EWS trademarked structural glued laminated timber members were produced in a manufacturing facility subject -to regular audits in accordance with the ,Engineered "Wood Systems (EWS) Quality Assurance Program: Routine audits include. inspection of the manufacturing process and evaluation of the in-play:t QA program with adequate sampling to verify conformance to industry standards for.lumber grade and glueline bond quality. a s�1%Z %l6 %/4 %2 /Z.Z / ,D o oo ••,. P,i 'sz SEAL 3' y� iy SN hn11 by , — Thomas G. Williamson Executive Vice President -a ENGINEERED WOOD SYSTEMS Is a related corporation of APA — THE ENGINEERED KPOOD'ASSOC147ION 7011 South 19th Street • P.O. Box 11700 • Tacoma, WA 98411.-0700 Telephone: (253) 5858800+ Fax Number. (253) 585.7285 FENGINEERI,D WOOD SYSTEMS d N Certificate of Conformance Certificate .054064- THIS 054064 THIS IS TO CERTIFY that:the glued laminated timber products identified with a collective mark of Engineered Wood Systems (EWS) were manufactured in accordance with the applicable standards and associated specifications indicated below::.. ANSI Standard A190.1-1992, For Wood Products — Structural Glued Laminated Timber NER-486 Glued Laminated Timber, Combinations And "GAP" Computer Program For Determining Design Stresses AITC 117-93 — Manufacturing — Standard Specifications For Structural Glued Laminated Timber Of Softwood Species IT IS HEREBY CERTIFIED that the APA EWS trademarked structural glued laminated timber members were produced in a manufacturing facility subject to regular audits in accordance with the Engineered Wood Systems (EWS) Quality Assurance Program. Routine audits include inspection of the manufacturing process and evaluation of the in -plant QA program with adequate sampling to verify conformance to industry standards for lumber grade and glueline bond quality. X13 L 000 w o o% l •• 'C,Q` QIP 0 m ca calp Z by �--- Thomas G. Williamson Executive Vice President . poll ENGINEERED WOOD SYSTEMS Is a related corporation of ARA — THE ENGINEERED WOOD ASSOC4I7I0N 7011 South 19th Street - P.O. Box 11700 - Tacoma. WA 984114700 Telephone: (253) 685.8800 - Fax Number. (253) 565-7285 pY - �nuh • RAYLOL61ti APA=Vff%7 Certificate. of Conformance Certificate Q54 4 0 5 9 THIS IS TO CERTIFY that the glued laminated timber probucts identified with a collective mark of Engineered Wood .Systems (EWS) were manufactured in accordance with the applicable standards and associated Specifications.indicated below: ANSI Standard •Al90.1-1992, For Wood Products –Structural Glued Laminated Timber NER-486 Glued Laminated Timber Combinations And "GAP" Computer Program For Determining Design Stresses AITC 117-93 – Manufacturing – Standard Specifications For Structural Glued Laminated Timber Of Softwood Species IT IS HEREBY CERTIFIED that the APA EWS trademarked structural glued laminated timber members were produced in a manufacturing facility subject to regular audits in accordance with the Engineered Wood .Syste.•ns (EWS) Quality Assurance Program. Routine audits include inspection of the manufacturing process and evaluation of the in -plant QA program with adequate sampling to verify conformance to industry standards for lumber grade and glueline bond quality. 00 •.�. 0J'co1. rn = � z SEAL 3 T V by —4,it I A&,.— Thomas G. Williamson 11, Executive Vice President ENGINEERED WOOD SYSTEMS Is a related corporation of APA —THE ENGINEERED KMOASSOCL477ON 7011 South 19th Street • P.O. Box 11700 -Tacoma. INA 98411-0700 Telephone: (253) 5658800 • Fax Number. (253) 565.7265 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 P R (Rev. 12/96) APPLICATION AND PERMIT - ASSESSOR PARCEL NUMBER03- —250-022 ZONIN AR 5 BUILDINGPERMIT OWNER CHANEY, RICHARD & SHIRLEY TELEPHONE OCC. BUILDING VALUATION R 170;478.00 . OWNERS MAILING ADDRESS U 14P418.00 CONTRACTOR'S NAME OWN R TELEPHONE C 12,337.00 FFireplace CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filen Fee $ 20.00 Permit Fee $ 982.50 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDING ADDRESS 555 CIRCLE DRIVE, OROVILLE Energy Plan Checking Fee $ $ PERMIT FEE $ 1,664.1J LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF EK Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 19-00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: NEW SINGLE FAMILY DWELLING 3 BED 2 2 BATH — 3 CAR GARAGE — ATTACHED Gas piping system 1 - 5 outlets 15.00 15 oo Building sewer 15.00 Mobile Home ISI GI W1 1@120.00 PERMIT FEE s 185.00 ELECTRICAL PERMIT Filing Fee 20.00 a00VOR LESS Main Service zo°A 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: 1, 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 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 should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall fort I comply with those provisions. X Datel a C Signature of Applicant - ; �� Yrtif ^ur'rlS i3rinr, ,w��7%Y�•'++`i'r . .'Ys COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES — BUILDING DIVISION 7. COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (916) 538-7541 PERMIT APPLICATION DATA SHEET OWNER: ASSESSOR PARCEL NUMBER: 0.3� Proposed Building Use: Building Inspector: Date: - — At time of permit application, I was advised the following data must be submitted prior to permit processing an or issuance: Date Received By ❑ 1. items have been submitted -------------------------------------------------------------------------------------- Plot plans,/ sets, signed by the preparer of plans. ------------------------------------------------------------ Complete pans, 3/4 sets, signed by the preparer of plans. -----------------------------------------------------' 114. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. -------- c `VU . Engineered truss details and layout in duplicate (required prior to plan review) No faxes! ------------------ Energy Design Compliance and supporting documentation. ---------------------------------------------------- ❑ 7. Statement of Intent for Non -Heated and A/C Buildings.--------------------------------------------------------- ❑ 8. Hazardous Material Form. ------------------------------------------------------------------------------------------ ❑9. ufacturedlH,ome/data and installation instructions including Tie Down Specifications .------------------ Feesof $ 17 qt . jo ------------------------------------------------------------------------------------- Impact fees as shown on the attached schedule. ------------------------------------------------------ mpact fees California Department of Forestry plan approval/fees. --------------------------------------------------------- ❑ 1 . Flood elevation certificate.-------------------------------------------=------------------------ -- 4. Sanitation and plot plan approval Health Department. --�------------------------ 01 5. City of Chico plumbing permit. ----------------------------------------------------------------------------------- ZPlanning lot plan and business license approval from the City of Biggs. ---------------------------------------------- approval for (A) Use: (B) Parking: -------------------------- ❑ . Contact Land Development about ❑ Improvements, ❑ Drainage, ❑ Legal Parcel. ----------------------- .9. Encroachment Permit for driveway (construction approval prior to occupancy). ---------------------------- 020. Pre -inspection for required Request to Building Inspector on (Date) 021. Contractor's license information. (Number, Name Style, Classification). ---------------------- ------------- 02 . Workers' Compensation carrier and policy number. ----------------------------------------------------------- 3. Owner -Builder Verification (Given to owner C3, Mailed to owner 0) - -------------------------------------- ❑ 4. Letter of signature authorization. -------------------------------------------------------------------------------- 25. Recorded copy of Agricultural Acknowledgment Statement. -------------------------------------------------- 026. Letter of intent on building use. ---------------------------------- ❑27. Manufactured Home utility clearance. -------------------------- 028. Existing violations and/or expired permits. -------------------- 1129. 0433 A, ❑Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ 030. Other: Whou issue the permit, process as follows ❑ Mail to owner, ❑Mail to contractor. Kelephone,Y% o — o 7 2--U and hold for pickup at ,691ce. ❑ Deliver with inspector. or Applicant: ate: Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Dep ent, 13 Air Pollution Date: Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ Other: Date: By: 1. Index permit application for the above items numbered /1 ❑ Plan Check List 2. Additional items r / Contractor, designer, er as advised of the " ove required data by ❑ phone, ❑ mail, u ding Division counter, by ate: JjLq0 Contractor, designer, o , 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, ❑ Building Division counter, by Date: Contractor, designer, owner, w vised of the above uired data by ❑ phone, ❑ mail, ❑ Buildin Divisi n counter, by Date: Plans reviewed by: O, Date: 2i' � Plans approved by: ° P Date: =-0Q Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: — Yellow Copy - Department of Development Services, Building Division. TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance C�,�e�� Owner Location E.M. USE ONLY Plot plan Attached Floor Plan Attached Sent to B.D. Plan Approved for: Sewage Disposal Water Supply: Public Clearance fordwelling. Other Hold final for: Final clearance O.K. for: (VOTE: i:. Environmental Health 8/96 alist AP# Private Well is Date COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 QoSCHEDULE OF FEES DUE OWNER l I ������'(.� ��IGf�I Com/ A.P. # PROPOS D BUILDING USE�//�7l/� A(//0BUILDING PERMIT FEES -- Balance Due ................ $ -- Additional Fees Due ........... $ -- Additional Fees Due ........... $ -- Revised Plan Checking Fee ....... $ 2. CHOOL DISTRICT FEES (paid at District Office) \` 3 SHERIFF FEES (paid at Building Division) Residential ........ �_ x $360.00 = $ 6 O,� Units Commercial (sq.ft.)... x $0.03 = $ Sq.Ft. 4. URBAN AREA FEES (paid at Building Division) Residential (per unit) . x : = $ #Units Amt. Commercial (sq.ft.) .. x =$ sq.t,t. Amt. 5. RECREATION DISTRICT FEES (paid at District Office) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) QSRA FIRE INSPECTION AND P CHECK $8�aid at Building Division) /OkjV 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER DATE 11-42 "1�� RECEIPT # DATE REC �� /441�, 9;S 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 ch4gged during the plan checking process. APPLICANT DATE Pursuant to Government Code Section 66020, you are hereb/notified that items 2,3,4,5,6,8,9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of th project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev. 2/97) OWNER -BUILDER VERIFICATION Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your signapae, Please complete and return this information at your earliest opportunity to avoid ttnnty deyty 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 NOD 2. I HAVE �& HAVE NOT 13 signed as application fora building permit for the proposed a�oi1� . 3. I have contracted with the following person (firm) to provide the proposed consthWdn: "-`.; :_ N♦ IRT_ .. .•.:• ADDRESS: CTTY� - PHONE: CONTRACTOR'S LICENSE NO. 4. I plan to provide portions of this work, but. I have hired the . following person to coo..... Qe; supervise, and provide the majorwork: 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: o i -at NAME ADDRESS PHONE TYPE OF WOjtK'` SIGNED: PROPERTYOWNER:' SOCIAL SECURITY NUMBER: DATE: — //—W NOTE: -" Th ii Owner -Builder Verification is required by Section 19831-17 California Health and Safety Code. This verification must be -completed Md returned to our office before we are permitted to issue the permit OVER OWNER BUILDER INFORMATION - - -1 Dear Property Owner: An applicarion 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 you plan to do your own work, with the exception of various trades that you plan to subcontract, you should . be aware of the following information for your benefit and protection: F<:;�• a ♦ If you employ or otherwise engage any persons other than your immediate family, and the work(including materials and other costs) is 5300 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, ♦ orkers compensation insurance, disability insurance costs, and unemployment compensation' aontrr'bution&"" ;,- ♦ There may be financial risks for you if you do not catty out these obligations; and these risks are es • ecial e - x p Iy�senous with respect to worker's compensation insurance.. ♦ For more specific information about your obligations under Federal Law, contract the Internal Revenue Serviee.(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. . 3' 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 builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally.- - Information about licensed contiac!prs 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 r rely, Mic el C. Vi iia, C.B.O. M ger, Building Inspection NOTE: This Owner-Builder•Informatlon is required by Section 19830 of the California Healdi and Safety Code - OVER BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Bul &4 ding) as School District ,+ Building Department No. A.P. Number �p` (, G=urisdiction: City County Property Owner Property Location/Address Subdivision Lot No. .................................................................................................................. Residential Development U Sq. Footage -31. No of Living Mobile Home Addition/ 'Supplemental to (Group RJ Units Installation Conversion Permit # '(No foundation inspection); Commercial/Industrial New Addition Building Department R (Floor Plans reviewed by School District Personnel) r, Sq. Fo tage (Including Exterior Roofed Areas) Date District Identification No. �40 9 ,School District certifies that, y pplicant) •,SSS .crr � 0 (Street Address) (Phone Number) (City) (State) (Zip Code) /� t has complied with the requirements of Resolution No. 7 9 —OO —U by payment of $ 64/ 71, f representing X157 square feet. r School Fistrict Representative Paid by Check # Remarks: IABI 2926 $ FULL MITIGATION $ Date Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 66020(x), 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 (10/98)dmm Permit Clearance ❑ APPROVEDQC CONDITIONALLY APPROVED ❑ RESOLVE PROBLEMS PRIOR TO APPROVAL Permit #: q — `ZS -) 6 Date: } = 2-g - C� 9 Owners Name: V U AP #: Same as Computer Information: p [:]No Yes Address: JS A--Cf}-��1 - A- C( ! .0,U :D,, _tyg �\ Propertylnformation Zone District: R— Date of Zoning Ordinance: General Plan: AR Development Agreement: Use Permit: Variance: ?arcel Is In: Land Conservation Agreement ® No ❑ Yes, check use Minimum Acreage: Nitrate Action Plan ® No ❑ Yes Violation Area ❑ No ❑ Yes Specific Plan &No ❑ Yes ❑ Chico ❑ D2N ❑ Cohasset Enterprise Zone No ❑ Yes, check use `yI d7 Floodplain ® No ❑Yes Zone: Panel Number: � Watershed Protection Zone JaNo ❑ Yes ?r000sed Use: ❑ Agriculture Building ❑ Commercial ❑ Industrial ❑ Mobile Home SFD ❑ Residential Accessory ❑ 2nd Dwelling ❑ Multi -Family >2 units per parcel ❑ Other r000sed Use Complies With: General Plan Zoning ?r000sed Use Reouires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Accessory Building Use Commercial/Industrial/Multi-Family Uses: Parking: ❑ Parking Requirements are OK as Shown ❑ Other Landscaping: ❑ Landscaping Requirements are OK as Shown ❑ Other ' Road and Drainage Improvements Required: ❑ No ❑ Yes AAolicable Setbacks: Zonino Code Street & Hi hwa s Fre Prevention Subdivision Ma Front Side O el �! Side street ' Rear V 3 D Heioht Permit clearance Environmental Health Issues• Septic Permit Review: Agriculture Affidavit Required ❑ No ❑ Yes Well Permit Review: Designated Well Site ❑ No ❑ Yes Land Development Review: Drainage Plan (Com/Ind/Multi) ❑ No ❑ Yes Parcel Created by: ❑ Deeds Date of Creation: Z I `J7 Legal Access Provided: Deed Reference: TRANS 114 25 3 (o Legal Access Required: Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation: ❑ No [—]yes Comments: E]'No ❑ Yes ❑ No ❑ Yes t 1 -IJ t.0 -r i H I OaLW -,J/:W t:MZ- 47-'2\J- '�k?7/3 i E]Map Date of Recording: Lot: Block: Book: , Page: Conditions That Must be Met Prior to Issuance of Permit: ❑ Verify Legal Parcel ❑ Verify Legal Access ❑ Comply with condition no. of conditions of approval for the ❑ Obtain a Certificate of Compliance (See Planning Division for application). ❑ Provide Creation Deed ❑ Construction across property lines is not permitted (See Land Development for a Merger Application/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 EHD requirements. ❑ Other General Comments: 'NO AWMOUA30 CINHI AND AYHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE,'CA 95965 1 999-1004861 8 Recorded Official Records County Of BUTTE CANDACE J. GRUBBS Recorder ROSEMARY DICKSON Assistant 01:44PM 19 -Nov -1999 I REC FEE 10.00 CONFORM .00 I I I. I Maureen I Page 1 of 2 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: t Date r' PROP OWNERS: 51-ilnl 4 C�tane�1 State of California County of�-- On "'XAV- /&. /99S personally appeared (; . ersonally (mown to me (or proved to me on the basis of satisf&tory evidence) t9be the person(s) whoAf name(s) Ware subscribed to the within instrument and acknowledged to we that he/s6e/they executed the same in hisAh r/their authorized capacity(ies), and that by hUAwil/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal VIOLET E. SULLIVAN Comm. t 1122313 N NOTARY PUBLIC -CALIFORNIA SI n8ture 0--Y Santa Ctata County g eat: Comm. Expires Jan. 20, 2001 A.P. 4 D 3�, - .�3D - AaLa SCHEDULE C The land referred to herein Is described as follows: 1111 that certain real property situate in the County of BuLLe, State of California, described as follows: 1111 of Lot- 141 as shown on LhaL certain Map entitled, "Official Map of Oroville-Wyandotte Fruit Lands Unit- No. 4", which Mali was recorded December 17, 1927, in Kook 11 of Maps, aL•pages 27, 28, 29, 30 and 31, Records of Butte County. EXCEPTING '111EREFROM a portion thereof described as follows: Beginning at a point in the cenL-erline of Circle Drive at a corner common to Lots 140 a»d 141 of said Unit- No. 4, as shown on said Map; thence along L -he line between said Lots 140 and 141, -the following courses and distances; South 500 58' West- 218.86 feet; North 810 05' West 67..00 feet;- South 420 52' West 406,85 feet -to a point- in the centerline of Orovil.le-Bangor' llighway as shown on said Map, said point being the most Westerly corner of said Lot- 141; thence along the Southwesterly line of said Lot 1.41 the following courses and distances; South 390 12' Gast 126.73 feet; South 37°.26' East- 50.00 feet; South 35° 47' East- 50.00 feet South 320 46' East- 104.00 feet; Sol1Lh 330 21' East- 50.00 feet; South 380 57' East- 50.00 feet; South 410 24' Last - 200..00 feet- South 430 37' East 50.00 feet; South 500 25' East 40.00 feet; South 590 38' East- 40.00 feet-; SOULh 710 36' East 75.00 feet: South 650 30' East 25.00 feet; thence leaving said Southwesterly line North 170 47'• East 971.43 feet to a point in the Northerly line of said Lot 141, bei ng i.n the centerline of aforesaid, Circle Drive, 'said point being also in a curve concave to the South leaving a radius of 500 feet; thence Westerly along paid Northerly line of Lot 141 and said curve through a central. angle of 90 53' for a distance of 86.25 feet (the long chord bears South 86 18' 30" West 86.14 feet)) thence continuing along said Northerly line line the following courses and distances, South 810 22' West along the t-anger.t,to said curve 3.74. feet- to a tangent- curve concave to the North Laving a radius of 150 feet-; thence along said curve through a central angle of 380 20' a distance of 100.36 feet; thence along the tangent .to said curve North 600 18' West- 205.04 feet to the point- of beginning,- y APN: 036-230-022 -- Plancheck Comments Chaney Residence The above referenced building plans were reviewed by this office. Please respond in writing to each comment by creating a response letter. Indicate which detail, specification, or calculations shows the requested information. Your complete and clear response will expedite the re -check and approval of this project. Please be sure to include on the re -submittal the engineer's "wet" stamp, signature, registration number and expiration date on all sheets of the plans depicting the designed elements and cover sheets of the calculations. Provide additional information and/or make revisions on plans, specifications and calculations as follows: 1. Engineer to provide evidence of review for truss designs. A submittal in the form of a letter can be made to the Butte County Building Department stating that the truss design is in accordance with the structural calculation package. (e.g., with regard to geometry, loading conditions, etc.). 2. Clarify the location of the girder trusses found on pages 6 to 10 of the calculations. Truss ID's found in the truss calculations differ from those found in the structural calculations. 3. Adjust shear wall capacities found in the structural calculations to agree with NER-272 report dated September 1, 1997 for the use of 8d.box nails. 4. Provide lateral resistance for breakfast nook. 5. Fill out the Butte County Special Inspection forms for item noted on plan sheet S-1. oxz FRANK M. GLAZEWSKI Architect l� 1907 Mangrove Avenue Suite E �n C Chico, California 95926 jl(� 530/343-4630 530/894-3422 fax / v � ' 1 December 23, 1999 County of Butte Building Division 7 County Center Drive Oroville, California 95965 Attn: Linda Sexton Re: Chaney residence APN 036-230-022 Response to plan check letter dated December 13, 1999 Item 1 Please refer to attached truss review letter. Item 2 Pages 6-10 of the calculations have been revised to accurately reflect truss numbering. Note that the truss manufacturer had changed the truss numbers during the course of this project and not all supporting documents had been changed to reflect this. Item 3 Box nails will not be used for the shear nailing on this project. Please refer to the special inspection note on sheet S-1 pertaining to this matter. Item 4 The breakfast nook is part of a substantial roof diaphragm element that is assumed to cantilever beyond the line E shearwalls. By inspection, the rotational forces at this element are small (due to it's geometry), and have not been checked. Item 5 I do not know who will perform the special inspection at this time, the owner be required to who these documents. Item 6 /Flarified per a previous phone conversation with Marty Runnells. If you hav/ a/i questions, please feel free to contact this office. AARO- v - Architect * No. C•27470 yfr 0 CP�-- s - FRANK M. GLAZEWSKI Archited 1907 Mangrove Avenue Suite E Chico, California 95926 5301343-4630 5301894-3422 fax December 23, 1999 County of Butte Building Division 7 County Center Drive Oroville, California 95965 Project: Chaney Residence 555 Circle Drive AN 036-230-022 Butte County, California Contractor: Chris Carter Permit number: Unknown Truss manufacturer: Longfellow Lumber Co. Inc. Attn: Linda Sexton Truss submittal certification letter This letter is to certify that I have reviewed the truss calculations for the above-mentioned project, . and find them to be in compliance with the plans and specifications; including, but not limited to, connections, t s oads, load path and bearing points, etc. It is the responsibility of the contractor to verify quand 'es d dimensions. If you ha e y questions, please feel free to contact this office. Sincer , AR F Glazewski -Architect No. C•27470 �$ 08 1 FRANK M. GLAZEWSKI Architect 1907 Mangrove Avenue Suite E Chico, California 95926 530/343-4630 530/894-3422 fax December 23, 1999 County of Butte Building Division 7 County Center Drive Oroville, California 95965 4 Project: Chaney Residence 555 Circle Drive AN 036-230-022 Butte County, California Contractor: Chris Carter Permit number: Unknown ' Truss manufacturer. Longfellow Lumber Co. Inc. Attn: Linda Sexton Truss submittal certification letter This letter is to certify that I have reviewed the truss calculations for the above-mentioned project, and find them to be in compliance with the plans and specifications; including, but not limited to, connections, t s oads, load path and bearing points, etc. It is the responsibility of the contractor to verify quanti 'es d dimensions. If you ha e y questions, please feel free to contact this office. Sincer AR M. IgIF��F�� F Glazewski - Architect * No. C-27470 OF C t December 23, 1999 County of Butte Building Division 7 County Center Drive Oroville, California 95965 Attn: Linda Sexton FRANK M. GLAZEWSKI Architect 1907 Mangrove Avenue Suite E Chico, Califomia 95926 5301343-4630 5301894-3422 fax 4 n Re: Chaney residence APN 036-230-022 Response to plan check letter dated December 13, 1999. Item 1 Please -refer to attached truss review letter. Item 2 Pages 6-10- of the calculations have been revised to accurately reflect truss numbering. Note that the truss manufacturer had changed the truss numbers during the course of this project and not all supporting documents had been changed to reflect this. Item 3 Box nails will not be used for the shear nailing on this project. Please refer to the special inspection note on sheet S-1 pertaining to this matter. Item 4 The breakfast nook is part of a substantial roof diaphragm element that is assumed to cantilever beyond the line E shearwalls. By inspection, the rotational forces at this element are small (due to it's geometry), and have not been checked. Item 5 1 do not know who will perform the special inspection at this time, the owner be required to submit these documents. If you hav questions, please feel free to contact this office. Sincere S�Q ARC•y/ GLA F Glazewski Architect v * No. C=27470 th � Q- _ 08 S OF CA�-� "--M•a °-01 -01 04:02A PLAN REVISION P.O1 Please complete the following information in order to process your submittal. If this form is not complete, cor and legible, it may cause a delay in processing. Owner's Name: L, a K Received By: Date: A.P. #• Permit #• ' Z 7 8 Time: Contact Phone Number: Purpose of submittal: ❑ Permit Application Data Item ❑ Engineering ❑ Plan Revision ❑ Requested by Building Inspector or Correction Notice - Inspector's Name: MR-euested B Plan's Examiner - Examiner's Name: � I:;,e✓ q Y ❑ Other: If you are revising a plan which has already been issued, submit two(2) drawings reflecting the revisions for pl. review. If engineering is involved in this revision, the engineer must put his requirements on these drawings a stamp and sign the drawings. Include two (2) sets of wet signed engineering. Revised drawings_ mtslclearly she When Approved, Process as Follows: ❑ Mail to Owner at this address: ❑ Mail to Contractor at this address: ❑ Call ❑ Deliver with next inspection. and hold for pickup at the ❑ Chico Office ❑ Oroville Office Revised Plan Check Fee: ❑ S46.00 Receipt #: ❑ Additional Fees Not Requir Additional fees may be due based upon complexity and time involved to process this submitr Additional Fees: Receipt #: APN: 036=230-022 -- Plancheck Comments .Chaney Residence The above referenced building plans were reviewed by this office. Please respond in writing to each comment by creating a response letter. Indicate which detail, specification, or calculations shows the requested information. Your complete and clear response will expedite the re -check and approval of this project. Please be sure to include on the re -submittal the engineer's "wet" stamp, signature, registration number and expiration date on all sheets of the plans depicting the designed elements and cover sheets of the calculations. Provide additional information and/or make revisions on plans, specifications and calculations as follows: 1. O.K. 2. O.K. 3. O.K. 4. O.K. 5. O.K. CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF -1R Project.. Ti.t.l.e'. . The Chaney_ Residence,. Date.... 11%08/,99 18,:102:18 Project Address........ ******* Chico *v5.00* !f1- Documentation Author... Marty Runnells ******* Building Permit o7S /a PI -an Check _Date Fie I ld Check/ Date Climate Zone............ Compliance Method...... Energy Calculation Services 1907 Mangrove Avenue, Suite E Chico, CA 95926 530-894-3422 11 MICROPAS5 v5.00 for 1999 Standards by Enercomp, Inc. MICROPAS5 v5.00 File -993005 Wth-CTZ11S92 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -3158 SF.Res.- Submittal GENERAL INFORMATION Conditioned Floor Area..... Building Type .............. Construction Type ......... Building Front Orientation. Number of Dwelling Units... Number of Stories.......... Floor Construction Type.... Glazing Percentage......... Average Glazing U -value.... Average Glazing SHGC....... 3158 sf Single Family Detached New Front Facing 90 deg (E) 1 1 Raised Floor 20.8 0 of floor area 0.71 Btu/hr-sf-F 0.7 BUILDING SHELL INSULATION Component Frame Cavity Sheathing Total Assembly Type Type R -value R -value R -value U -value Location/Comments Wall n/a R-19 R-n/a R-19 0.065 PLAN FRONT, TO GARAGE KNEE WALL, LEFT, BACK BACK LEFT, BACK RIGHT RIGHT Door n/a R-0 R-n/a R-0 0.330 TO GARAGE 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 Front (E) 30.0 0.750 0.700 Standard Standard None Window Front (E) 5.0 0.650 0.730 Standard Standard None Door Front (E) 40.0 0.550 0.650 Standard Standard Yes Window Front (E) 12.0 0.650 0.730 Standard Standard- Yes Window Front (E) 30.0 0.750 0.700 Standard Standard None Window Front (E) 5.0 0.650 0.730 Standard Standard None Window Window Front (E) Front (E) 30.0 5.0 0.750 0.650 0.700 0.730 Standtandard S O� C� d `� None None Window Front (E) 10.0 0.750 0.700 S ®� 0ayWindow None Front (E) 2.5 0.650 0.730 Sgan rcp a None Window Left (S) 30.0 0.750 0.700 n rc ('ltd ,, `fit None Window Left (S) 12.5 0.750 0.700 Standard d rd None Window Left (S) 30.0 0.750 0.700 Standard Standard_ None Window Left (S) 12.0 0.750 0.700 Standard Standard Yes CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 g CF -1R Pro! ect,,~Tithe-......... :-The ;•Chaney Residence- Date. .11/08/.99, 18,:0.2;18. MICROPAS5 v5.00 File -99300S Wth-CTZ11S92 Program -FORM CF -1R . User#-MP1333 User -Energy Calculation Servic Run -3158 SF.Res.- Submittal FENESTRATION t Area U- Interior Exterior y hang/ Orientation (sf) Value SHGC Shading Shading Fins Window Left (S) 33.4 0.770 0.700 Standard Standard Yes Window Left (S) 25.0 0.650 0.730 Standard Standard Yes. Window Back (W) 30.0 0.750 0.700 *St-andard Standard Yes Window Back (W) 25.0 0.750 0.700 Standard Standard Yes Window Back (W) _10.0 0.650 0.730 Standard ` Standard Yes Door Back (W) 40.0 0.550 0.650 Standard Standard Yes Window Back (W) 12.0 0.650 0.730 Standard Standard Yes Window Back (W) 25.0 0.750 0.700 Standard Standard Yes Window Back (W) 10.0 0.650 0.730 Standard Standard Yes Window Left (SW) 15.0 0.750 0.700 Standard Standard None Window Back (W) 15.0 0.750 0.700 Standard Standard None Window Back (NW) 15.0 0.750 0.700 Standard *Standard Yes Window Back (W) 32.0 0.750 0.700 Standard Standard None Window Right (N) 25.0 0.750 0.700 Standard Standard None Window Right (N) 30.0 0.750 0.700 Standard Standard None Door Right (N) 20.0 0.550 0.650 Standard Standard Yes Window Right (N) 40.0 0.770 0.700 Standard Standard Yes HVAC SYSTEMS Minimum Duct Duct Tested Duct ACCA Thermostat Equipment Type Efficiency Location R -value Leakage Manual D Type Gas 0.800 AFUE Attic R-4.2 No No Setback ACSplit 13.00 SEER Attic R-4.2 No No Setback WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R -value Storage Gas PipeInsulation 1 .53 100 R-12 SPECIAL.FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. Mandatory Measures require a R-12 or greater external blanket on Gas Storage Water Heaters with Energy Factors less than 0.58. REMARKS CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 CF -1R Project- Ti le .. The Chaney Residence, Date_ 11/08/99 1.8.: 02;:,18 . MICROPAS5 v5.00 File -99300S Wth-CTZ11S92 Program -FORM CF -1R. User#-MP1333 User -Energy Calculation Servic Run -3158 SF.Res.- Submittal REMARKS COMPLIANCE STATEMENT This certificate of compliance lists the -building fe'atures 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 this certificate 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 DOCUMENTATION AUTHOR Name .... jJR�2%� L%!°�/i4il/Ly Name .... Marty Runnells Company. `y Cj/1��� �-_,rte_, Company. Energy Calculation Services Address. Address. 190.7 Mangrove Avenue, Suite E 10 Chico, CA 95926 Phone .C'B� Phone... 530-894-8466 License Signed.. Signed.. Vat ENFORCEMENT AG Name.... Title... Agency.. Phone... Signed. . ate MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 1 MF -1R Project Title:-.-.......... The Chaney -Residence.,. Date..11/08/99 1.8:02:18 Project Address........ ******* Chico *v5.00* Documentation Author... Marty Runnells ******* Energy Calculation Services 1907 Mangrove Avenue, Suite E Chico, CA 95926 530-894-3422 Climate Zone ........ 11 _ _ _ Compliance Method...... MICROPAS5 v5.00 for 1999 Standards Building Permit Plan Check Date Field Check/ Date by Enercomp, Inc. MICROPAS5 v5.00 File -993005 Wth-CTZ11S92 Program -FORM MF -1R User#-MP1333 User -Energy Calculation Servic Run -3158 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 asterisk (*) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. BUILDING ENVELOPE MEASURES Design- Enforce- er ment *150(a): Minimum R-19 ceiling insulation. ✓ 150(b): Loose fill insulation manufacturer's labeled R -Value. %0� *150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -value in metal frame walls (does not apply to exterior mass walls). ✓ *150(d): Minimum R-13 raised floor insulation in framed floors. ✓l 150(i): Slab edge insulation - water absorption rate no greater than 0.3%, water vapor transmission rate no greater than 2.0 perm/inch. NIA 118: Insulation specified or installed meets CEC quality standards. Indicate type and form. ✓ 116-17: Fenestration Products, Exterior Doors and Infiltration/ exfiltration controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage.. 2. Fenestration products (except field fabricated) have label with certified U -value, certified solar heat gain coefficient, 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. P A 150(f): Special infiltration barrier installed to comply with - Sec. 151 meets Commission quality standards. N A 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 2 MF -1R -Project Ti.the...:.....: 'Thee Chaney Residence Date.._.11/08/99. 18:02:18 MICROPAS5 v5.00 File -993005 Wth-CTZ11S92 Program -FORM MF -1R User#-MP1333 User -Energy Calculation Servic Run -3158 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 ACCA. 150(1): Setback thermostat on all applicable heating and/or cooling systems. 150(j): Pipe and Tank—insulation 1. Storage gas water heaters rated with an Energy Factor of less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tank, non - recirculating systems, insulated (R-4 or greater). 3. Back-up tanks for solar systems, unfired storage tanks, or 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 hot water tank. *150(m): Ducts and Fans 1. All ducts and plenums constructed, installed, in- sulated, fastened, and sealed to comply with the ICBO 1997 UMC sections 601 and 603; ducts insulated to a minimum installed R-4.2 or ducts enclosed entirely within conditioned 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 and other applicable specified tests for longevity given in Sec. 150(m). 2. Exhaust fan systems have backdraft or automatic dampers. 3. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. 114: Pool and Spa Heating Systems and Equipment 1. System is certified with 78% thermal efficiency, on-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. 115: Gas-fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr). V_ V. ,. j1/A MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 3 MF -1R Proiect='Title.....-..... _The. Chaney -.Residence Date. -.,1-1/08/9.9• -18:_,02.;._18-. MICROPAS5 v5.00 File -993005 Wth-CTZ,11S92 Program -FORM MF -1R User#-MP1333 User -Energy Calculation Servic Run -3158 SF.Res.- Submittal LIGHTING MEASURES -� Design- Enforce er ment 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 t& -the kitchen. ✓ _ 150(k)2: Rooms with a shower or bathtub must either have 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 requirement allowed in Sec. 150(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. ✓ _ COMPUTER METHOD SUMMARY Page 1 Q C -2R Project.Ttle........... The.Chaney.Residence. Dat.e..l1./08/99 18:_0,2:18, Project Address........ Chico *v5.00* Documentation Author... Marty Runnells ******* Building Permit Energy Calculation Services 1907 Mangrove Avenue, Suite E Plan Check Date Chico, CA 95926 530-894-3422 Field Check/ Date Climate Zone....... 11T Compliance Method..:... MICROPAS5 v5.00 for 1999 Standards by Enercomp, Inc. MICROPAS5 v5.00 File -99300S Wth-CTZ11S92 Program -FORM C -2R User#-MP1333 User -Energy Calculation Servic Run -3158 SF.Res.- Submittal MICROPAS5 ENERGY USE SUMMARY Energy Use• (kBtu/sf -yr) Space Heating.......... Space Cooling.......... Water Heating.......... Zone Type HOUSE . Residence C Standard Proposed Compliance Design Design Margin 16.45 17.90 -1.45 15.32 14.06 1.26 9.02 8.46 0.56 Total 40.79 40.42 0.37 *** Building complies with Computer Performance *** GENERAL INFORMATION Conditioned Floor Area..... 3158 sf Building Type.............. Single Family Detached Construction Type ......... New Building Front Orientation. Front Facing 90 deg (E) Number of Dwelling Units... 1 Number of Building Stories. 1 Weather Data Type.......... ReducedYear Floor Construction Type.... Number of Building Zones... Conditioned Volume......... Slab -On -Grade Area......... Glazing Percentage......... Average Glazing U -value.... Average Glazing SHGC....... Average Ceiling Height..... Raised Floor 1 30515 cf 0 sf 20.8 % of floor area 0.71 Btu/hr-sf-F 0.7 9.7 ft BUILDING ZONE INFORMATION Floor # of Vent Vent Air Area Volume Dwell Cond- Thermostat Height Area Leakage (sf) (cf) Units itioned Type (ft) (sf) Credit 3158 30515 1.00 Yes Setback 2.0 Standard No COMPUTER METHOD SUMMARY Page 2 C -2R Project Tit•le.'.:....... The'Chaney Residence - F _ . 18;02:18 MICROPAS5 v5.00 File -99300S Wth-CTZllS92 Program -FORM C -2R User#-MP1333 User -Energy Calculation Servic Run -3158 SF.Res.- Submittal OPAQUE SURFACES FENESTRATION SURFACES Area U- Act Exterior Shade Interior Shade Orientation (sf) Value SHGC Azm Tilt Type/SHGC Type/SHGC HOUSE 1 Window Front Area U-- -Insul Act Solar Form 3 Location/ Surface (sf) value R-val Azm Tilt Gains Reference Comments 3 Door HOUSE 1 Wall 462 0.065 19 90 90 Yes None PLAN FRONT 2 Wall 185 0.065 19 45 90 No None TO GARAGE. 3 Door 18 0.330 0 45 90,No Window None TO GARAGE 4 Wall 69 0.065 19 90 90 Yes None KNEE WALL 5 Wall 621 0-.065 19 180 90 Yes None LEFT KNEE.WALL 6 Wall 83 0.065 19 180 90 Yes None 0.700 7 Wall 438 0.065 19 270 90 Yes None BACK 8 Wall 26 0.065 19 225 90 Yes None BACK LEFT 9 Wall 161 0.065 19 315 90 Yes None BACK RIGHT j 10 Wall 50 0.065 19 315 90 No None TO GARAGE 11 Wall 272 0.065 19 0 90 Yes None RIGHT KNEE WALL 12 Wall 83 0.065 19 0 n/a 90 0 Yes Yes None None TO ATTIC 13 Roof Roof 3057 111 0.025 0.025 38 38 90 29 Yes None VAULTED 14 15 Floor 3158 0.037 19 n/a 0 No None RAISED FLOOR FENESTRATION SURFACES Area U- Act Exterior Shade Interior Shade Orientation (sf) Value SHGC Azm Tilt Type/SHGC Type/SHGC HOUSE 1 Window Front (E) 30.0 0.750 0.700 90 90 2 Window Front (E) 5.0 0.650 0.730 90 90 3 Door Front (E) 40.0 0.550 0.650 90 90 4 Window Front (E) 12.0 0.650 0.730 90 90 5 Window Front (E) 30.0 0.750 0.700 90 90 6 Window Front (E) 5.0 0.650 0.730 90 90 7 Window Front (E) 30.0 0.750 0.700 90 90 8 Window Front (E) 5.0 0.650 0.730 90 90 9 Window Front (E) 10.0 0.750 0.700 90 90 '90 10 Window Front (E) 2.5 0.650 0.730 90 11 Window Left (S) 30.0 0.750 0.700 180 90 12 Window Left (S) 12.5 0.750 0.700 180 90 13 Window Left (S) 30.0 0.750 0.700 180 90 14 Window Left (S) 12.0 0.750 0.700 180 90 15 Window Left (S) 33.4 0.770 0.700 180 90 16 Window Left (S) 25.0 0.650 0.730 180 90 17 Window Back (W) 30.0 0.750 0.700 270 90 18 Window Back (W) 25.0 0.750 0.700 270 90 19 Window Back (W) 10.0 0.650 0.730 270 90 20 Door Back (W) 40.0 0.550 0.650 270 90 21 Window Back (W) 12.0 0.650 0.730 270 90 22 Window Back (W) 25.0 0.750 0.700 270 90 23 Window Back (W) 10.0 0.650 0.730 270 90 24 Window Left (SW) 15.0 0.750 0.700 225 90 25 Window Back (W) 15.0 0.750 0.700 270 90 26 Window Back (NW) 15.0 0.750 0.700 315 90 27 Window Back (W) 32.0 0.750 0.700 270 90 28 Window Right (N) 25.0 0.750 0.700 0 90 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 COMPUTER METHOD SUMMARY Page 3 C -2R prom; er_t" Title... The 'Chanev-R-esidence- Date.,. 11/08/99: 18 :.02:18, MICROPAS5 v5.00 File -993005 Wth-CTZ11S92 Program -FORM C -2R User#-MP1333 User -Energy Calculation Servic Run -3158 SF.Res.- Submittal WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal)_ R -value 1 Storage Gas PipeInsulation 1 .53 100 R-12 SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** Mandatory Measures require a R-12 .or greater external blanket on Gas Storage FENESTRATION SURFACES Area - U= -Act --Exterior-Shade Interior Shade. Orientation (sf) Value SHGC Azm Tilt Type/SHGC Type/SHGC 29 Window Right (N) 30.0 0.750 0.700 0 90 Standard/0.76 Standard/0.68 30 Door Right (N) 20.0 0.550 0.650 0 90 Standard/0.76 Standard/0.68 31 Window Right (N) 40.0 0.770 0.700 -0 90 Standard/0.76 Standard/;0.,68 OVERHANGS AND SIDE FINS Window- Overhang Left Fin Right Fin - Area Left Rght Surface (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght HOUSE 3 Door 40.0 n/a 6 7 2 n/a n/a n/a n/a n/a n/a n/a n/a 4 Window 12.0 n/a 2 7 .25 n/a n/a n/a n/a n/a n/a n/a n/a 14 Window 12.0 n/a 4 17 .25 n/a n/a n/a n/a n/a n/a n/a n/a 15 Window 33.4 5 6.67 17 .25 3 7 n/a n/a n/a 7 17 .25 16 Window 25.0 5 5 26 .25 2 .5 n/a n/a n/a .5 26 .25 17 Window 30.0 6 5 15 .25 10 2.5 10 15 .25 n/a n/a n/a 18 Window 25.0 n/a 5 7 .25 n/a n/a n/a n/a n/a n/a n/a n/a 19 Window 10.0 n/a 2 7 0 n/a n/a n/a n/a n/a n/a n/a n/a 20 Door 40.0 n/a 6.67 7 .25 n/a n/a n/a n/a n/a n/a n/a n/a 21 Window 12.0 n/a 2 7 0 n/a n/a n/a n/a n/a n/a n/a n/a 22 Window 25.0 n/a 5 7, .25 n/a n/a n/a n/a n/a n/a n/a n/a 23 Window 10.0 n/a 2 7 0 n/a n/a n/a n/a n/a n/a n/a n/a 26 Window 15.0 8 4 9 0 5 1 n/a n/a n/a 1 5 0 30 Door 20.0 3 6.67 26 .25 2.5 2 2.5 26 .25 n/a n/a n/a 31 Window 40.0 6 6.67 11.5 .25 4 1.5 4 7.5 .25 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 0.737 ACSplit 13.00 SEER Attic R-4.2 No No 0.645 WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal)_ R -value 1 Storage Gas PipeInsulation 1 .53 100 R-12 SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** Mandatory Measures require a R-12 .or greater external blanket on Gas Storage COMPUTER METHOD SUMMARY Page 4 C -2R MICROPAS5 v5.00 File -99300S Wth-CTZ11S92 Program -FORM C -2R User#-MP1333 User -Energy Calculation Servic Run -3158 SF.Res.- Submittal. SPECIAL FEATURES AND MODELING ASSUMPTIONS Water Heaters with -Energy Factors less than 0.58. REMARKS HVAC SIZING Page 1 HVAC Project;..T,i.tle .. The -::Chane Residence .., . r..,. .y__. .. -Date. ..11,/08/99- -18.:•0.2:18 z Project Address. Chico *v5.00* Documentation Author... Marty Runnells ******* Building Permit Energy Calculation Services 1907 Mangrove Avenue, Suite E Plan Check _ Date Chico, CA 95926 530-894-3.422 Fie C ec Date Climate Zone........... 11 -- - 1 1, _,w. .M....,.. e _ Compliance Method...... MICROPASS v5.00 for 1999 Standards by Enercomp, Inc. MICROPASS v5.00 File-993OOS Wth-CTZ11S92 Cooling Program -HVAC SIZING User#-MP1333 User -Energy Calculation Servic Run -3158 SF.Res.- Submittal GENERAL INFORMATION Floor Area ................. Volume ..................... Front Orientation.......... Sizing Location............ Latitude ................... Winter Outside Design...... Winter Inside Design....... Summer Outside Design...... Summer Inside Design....... Summer Range ............... Interior Shading Used...... Exterior Shading Used...... Overhang Shading Used...... Latent Load Fraction....... 3158 sf 30515 cf Front Facing 90 deg (E) CHICO EXP STA 39.7 degrees 27 F 70 F 102 F 78 F 37 F Yes Yes Yes 0.20 HEATING AND COOLING LOAD SUMMARY Sensible Load .................... 60297 47740 Latent Load ...................... n/a 9548 Minimum Total Load 60297 57288 Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, 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. Heating Cooling Description (Btuh) (Btuh) Opaque Conduction and Solar...... 15519 6949 Glazing Conduction ................ 20000 11163 Glazing Solar .................... • n/a 16622 Infiltration ..................... 19296 6341 Internal Gain .................... n/a 2325 Ducts ............................ 5482 4340 Sensible Load .................... 60297 47740 Latent Load ...................... n/a 9548 Minimum Total Load 60297 57288 Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, 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. r x H stt trLU UtIATL STRONGUACK (NAIL N LEOG9 (GRACED AT 55' LEDGER (NAIL TO VERTICAL W/2-I0d NAILS) (K) SPACING FUI REFER. TO SI PRODUCT All A35 IN FI ( IIIIS DWG PREPARED FROM CUHPIIIER IIIPUI (LUAUS 6 DIMENSIURS) SUUNIIIEU BY IIIUSS NIR. IPI) (G) (S) (N) r6w'O.. MAX LI 0 (SI i\ (SI) (M) 2X4 F.L. OR H.F. 12 OR \ / BIP. STP,ONGBACK BRACE (PI) PEAK PLATE TO HATCH COMMON TRUSSES. (SI) SPLICE PLATE TO HATCH COMHON TRUSSES. (HI) PEEL PLATE 10 HATCH COMMON TRUSSES. (0) OPTION 10 WEB PLATING: USE (3)-2' WIRE STAPLES (0.072 DIA./15 GA.) 10ENAILEO THRU CHORD INTO WEB 6 111RU WEB 11110 CHORD 011 ONE FACE FOR A ]DIAL OF 6 STAPLES. (PI), ( SI ) 6 (111 ) MUST BE PLATED. (G) GABLE END DESIGN BASED ON 75HPH WIND LOAD, EXPOSURE 'B' AT 0-25 FT. MEAN HEIGHT, , BRACED AT 55' O.C. (C) IX4 CONTINUUMS LATERAL BRAC114G FOR BRACE (S TRONGOACK) MEMBER LONGER THAN 72'. ATTACH AT HIOPOINT Or EACH GRACE 'd12 -Gd CCOMMUN NAILS. 24' MAX �� / GAOLS ENO ME NOTE: CHORDS TO BE 2X4 FIR -LARCH A2 HI11. NOTE: THIS DETAIL NAY BE USED FOR TRUSSES WITH PITC14ED O.C. ALSO. PLATE MAX. WEB LENGTH IX3• 2-8-0 2X4• 8-1-0 3X4• 13-6-0 OUILOOKER OUTLOOKER C2ITEP,IA 3.5' MAX. IV. ""ICH 2 24' O.C. I.5' HAx.' 12' H I N 24' MAX 2X4 F.L. LUMBER GRADES MAX. LENGTH VITIICAIT BRACING 00 ) MAX. LENGTH V/ STROIIGBACK BRACE (S) STANDARD 5 -II -0 II -10-0 0 0 Q O Q ��I^ `^ 1 Z�TRUS S O O -WARNING-- TRUSSES REOUIRF EIIR(ME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER 10 HIG-91 (N AMBLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSII IU IT. 583 O'ONOFIO DR.. SUITE 200. MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR 10 PERFOAMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. IOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCIUAAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGIO.CIELING. "IMPORTANT- - FURNISH A COPY OF IRIS DESIGN 10 THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. IMC. SHALL NOI BE RESPONSIBLE: FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE 10 BVIlO IN( 1R USSES IN CONFORMANCE WIIN 1P1: 0R FABRICATING. HANDLING. SHIPPING. INSTALLATION OR BRACING OF IRUSSE S. IRIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY IRE ANENTA'S CAN FOREST1A L, AND PAPER ASSOCIATION) AND IPI. ALPINE CONNECTORS E MADE OF !0 EACH FACE OF pTRUSS. AND UNl[SSI OTHERWISE 3LOC A ITD ON[ I RI S( DESIGN. POSITION CONNECTORS( PER DRAWINGS 170. ISO AND 1110 A -F. AN ENGINEER'S S[Al Op THIS DRAWING APPLIES ONLY 10 THE DESIGN OF IH[ IR USS 0[PIC IED HENE AND SHAH N0I BE RELIED UPON IN ANY OTHER WAY. likofESsll ��,� .l W 'O �� '`�'` y Lu Z V C4�V'�J 14 * �%'ff CTYIL ��\P Of C. ALIT TC TC OC g C T 0 T 11 7-9-0 15-6-0 II L 13EFTEP. 7-9-0 15-6-0 SS 7-9-0 15-6-0 PLT TYP. Wave TPI -95 R Design Criteria: TPI-95(STD 0 0 Q O Q ��I^ `^ 1 Z�TRUS S O O -WARNING-- TRUSSES REOUIRF EIIR(ME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER 10 HIG-91 (N AMBLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSII IU IT. 583 O'ONOFIO DR.. SUITE 200. MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR 10 PERFOAMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. IOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCIUAAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGIO.CIELING. "IMPORTANT- - FURNISH A COPY OF IRIS DESIGN 10 THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. IMC. SHALL NOI BE RESPONSIBLE: FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE 10 BVIlO IN( 1R USSES IN CONFORMANCE WIIN 1P1: 0R FABRICATING. HANDLING. SHIPPING. INSTALLATION OR BRACING OF IRUSSE S. IRIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY IRE ANENTA'S CAN FOREST1A L, AND PAPER ASSOCIATION) AND IPI. ALPINE CONNECTORS E MADE OF !0 EACH FACE OF pTRUSS. AND UNl[SSI OTHERWISE 3LOC A ITD ON[ I RI S( DESIGN. POSITION CONNECTORS( PER DRAWINGS 170. ISO AND 1110 A -F. AN ENGINEER'S S[Al Op THIS DRAWING APPLIES ONLY 10 THE DESIGN OF IH[ IR USS 0[PIC IED HENE AND SHAH N0I BE RELIED UPON IN ANY OTHER WAY. likofESsll ��,� .l W 'O �� '`�'` y Lu Z V C4�V'�J 14 * �%'ff CTYIL ��\P Of C. ALIT TC TC OC g C T 0 T LL DL DL L L . L D . 30.0 15.0 0.0 50.0 PSF PSF PSF PSF PSF REF R992 DATE 03/19/98 DRW CD 1 1 2 " S E ON - 25458 D U R .FAC . 1.15 FROM P D C S PA C I N G Job: ' DETAIL -92 'ALTERNATE BRACING NOTE: SEE CRANING ORININAL FOR LUMBER, PLATES, AND OTHER DATA NOT SHOWN HERE. jTRUSSES REQUIRE EXTREME CARE IN HANDLING, ERECTION AND .BRACING. REFER TO TPI HIB -91. SEE THIS DESIGN FOR ADDITIONAL SPECIAL PERMANENT BRACING REQUIREMENTS. `UNLESS OTHERWISE INDICATED, TOP CHORD SHALL BE LATERALLY (BRACED WITH PROPERLY ATTACHED PLYNOOD SHEATHING, BOTTOM CHORD WITH PROPERLY ATTACHED CEILING. 0103 (A) 1X4 #3 HEM -FIR OR BETTER CONTINUOUS LATERAL BRACING TO BE EQUALLY SPACED. ATTACH WITH (2) 8d NAILS. BRACING MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH END§ TO A SUITABLE SUPPORT BY ERECTION CONTRACTOR. XANY OF THE BELOW MENTIONED BRA ING TYPES MAY BE SUBSTITUTED* 2X4 'T' BRACE:. SAME GRADE AS WEB MEMBER. ATTACH WITH 16d NAILS @ 4' O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. IX4 'L" BRACE, SAME GRADE AS WEB MEMBER. ATTACH WITH 16d NAILS @ 6" O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. 2X4 'L" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH 16d NAILS @ 4" D.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. SCAB BRACE, SAME SIZE, GRADE AND LENGTH AS WEB MEMBER. ATTACH WITH 16d NAILS @ 4' O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. Q1 'PLT TYP - ALPINE 01 SEE ORIGINAL DESIGN FOR PROPER OEMENSIONS nceTCLI f OTT 11DFr in - A- • 101- a0v 47 90 SrAI c ,. n I 0 0 o c o O 4 1� O C= C vATRUSS O01 C=3 O O O C O )(KIMPORTANTH)1ALPINE EIGIIEEFEO pwomrs. Dc. S)WLL 1101 BE FESPM1HS161t ran 11V 0111!1701 FTDV MMS CESIWI OR THESE S•ECtFICATIQIS. OR Ulf FULURE TO BUILD THE TPOSS m C(11r0Tw01M w1 D1 OST88 FT rPl. 1APut cP1ECTPP4 uE ruff OF 74O4 ww. STEEL HILCTIw ASM AAAS Ii1 F EfUPT A4 NOTED. AFRI f tdlECTWS IS IACD /AOC or 14M u� VATSS OTIEMISE LOCAfEO CI THIS Otstwt POST riot KkCRUDJ" 13. .YJ C MA -F. OCSI&I STRDAPOS, cc WC444 SE 1 ON Tett$ 01111IMID APPLIES TCARLE O FWE COWIVIVIT pEPl CTEO Mt"PE CIL'(. AIO WALL IDT BE FELTED 0PO1H 111 Allf OTHEA 1711. WARNINGI"''"S HtautPt rx"'wE Det IS NAMM-G, FRECFION Ano SPAC1-4. SEE HIB -91 0f IPI. SEE TH03 OESI09 199 AMMOTB SPECUL PEIAMIEIM OPAcnAO Mt StrMAEDTS. urLESS, OTIEMIIS* INDICATED. FDP OglD SWl4 R UTFAILLY BPICED MIM PPCP(P,.I�Di3A15 lY AIIELIEO PL'01000 SIEI/Nim eatr0! CNmIOBC YItro PPOPEILI A17ALEO 111910 CEILOD -- SCE mMA rAP�u1ILrUL .FL 11104 ATE loow OFl FOR PtiHHiS IESIOI FO 111E tPUii tA1E[TI pF fCHTFlAOiOA. QQ4 � ��. try y " F C'Y 'fjEd! C�LQO� TC LL 30.0 PSF TC OL MO PSF PC OL 5.0 PSF LL 0.0 PSF TOT.LD. 50.0 PSF REF 8992--42293 DATE 06/213/93 DRW CD103 -ENG FM r+✓0011ECI09S OUR. FAC. 1.15 "..IPI • IIFJSS PLAIE I16T)TOIE 1113 • 1291 EILTIOIALL pESlOtl SPECIFICA11011 FOR 363OO WISTWX111IN SPA N 24.0" RdjS BRACING/BLOCKING DETAIL TIIIS DIIG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. TRUES BRACING/BLOCKING DETAIL (AT SUPPORT) NOTE: BRACING DESIGNED TO STABILIZE TRUSSES, AND HAS NOT BEEN DESIGNED TO RESIST LATERAL SHEAR 10ADS_ _ (A) 2X4 13 HER -FIR OR BETTER CONTTWUOUS LATERAL BRACING TO BE EQUALLY SPACED. ATTACH WITH (2)46d NAILS. BRACING MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTII ENDS TO A SUITABLE SUPPORT BY ERECTION CONTRACTOR. (H) HEIGHT OF TRUSS AT SUPPORT. n II NG SECTION S -S TRUSS (D) 2X4 H.F. 13 OR BETTER DIAGONAL BRACE. APPLY IN PAIRS AT 16-0-0 (T) - TRUSSES O.C. ATTACH TO EACH OVERLAPPING TRUSS USING (2)-16d NAILS AS SIIDNN. (P) SHEATHING APPLIED TO TOP CHORD. BRACE MAY BE LOCATED ON EITIiER FACE OF VERTICAL. (L) LOADS AS INDICATED ON TRUSS DESIGN. (M) IF TRUSS HEIGFIT AT SUPPORT IS 10,0" OR LESS, DIAGONALS NOT REQUIRED. 9 - APPROX. 45' (BB) BLOCKING TO BOTTOM CIrRv OVER SUPPORT, OF BOTTOM CHORD. H.F. 13 OR BETTER 2X SIZE PLT TYP. Wave TPI -95 Design Criteria: TPI-95(STD) 18.2c3 -BWARNSTALLIG AND RACIIGMO-R(F(10SS10 ES ROUT(XIIIIHI CAREN11[/I I0.INANDLINO INSTALILING NAND BRACING). UBLISHED BYN►I SHIPPIG.IN(TRUSS NPLATEtt(.SSIO Q O ltflliNl(, f1S D'OIOF10 OR.. SUITE TDO. MADISON. YI 11111). FON SAFETY PRACTICES 11100. 10 Q�Q1 ��. /IRi0RMl1G IHLS[ FGNCIIONS. UNLESS OTHERWISE INDICATED. 101 CNORD SMALL HAY( PROPERLY ATTACHED Cyd c O Q StAUCIDIAI PANELS. NOTION CMONG SMALL NAIL A PROPIALY ATTACHED RIGID CI(IING, ti '•IMPORTANT-- FURNISH A COPY OF IMIS DESIGN 10 THE INSTALLATION CONTRACTOR. ALPINE INGINEERED y Q ►IOOUCTf. INC. SNAIL 101 Of RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO to 11A`Illl�i' NVITO TN( TRUSSES It CONFORMANCE YIIN ITT: 01 FABRICATING. HANDLING. SNIPPING. INSTALLATION ON � �I /1Acllc of TRUSSES. NNIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOf (NATIONAL DESIGN 63fl * O ZZT S►ECO.CIFICAl10N ►UIIISN(D BY THE AM[OICAN FOAFSI AND PAPER ASSOCIA11011 AND IPI. ALPINE COMN[CION$'I0.p3 10 * J,> CIV��c�Q-L�! SS(ACNtFoo,ACESOFIIROfft-ANDIUNLESSIOIHLRYIS[ILOCAI(GATTD on N$ O Q Q Q DRAr IROS 170. ISO AND Ito A•i. AN (NGIUp'f S(Al ON INIf ON AY ING APPLIES ONLY 10 THE DISION OF C�\\` of t0.[ TRUSS D(►ICIfD It" AND SNAIL Not 01 altIlD UPON 16 ANY 01011 NAT. CA - 1 - TC LL TC DL B C D L L L TOT.LD. - R - REF R421 DATE 1/12/94 ( ) DRW 3,048,634 DUR.FAC. CA -ENG CWC / SPACING S E E ABOVE Job: THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS HFA. TRUSS I)IZOI''ILL Ti 24" D.C. FURRING 'TRUSS PROFILE TITIN 40" D.C. FURRING BUILT-IN CRIPPLES BUILT-IN CRIPPLES (REMAINS IN PLANE --I IP.EMAINS IN PLANE O WITH IRIISS) WI111 )PUSS) 0) (0) TYP. X96 HIP WITH FLU' I -PLY 16 HIP CITU'0 EXIENSION I -PLY 115 (IIP WI111 FUN? I -PLY �� �� (U) TYP. _ IS HIP Wllll Fl1P. I -PLY A4 IIIP WII11 fIIP I -PLY < CHORD EXTENSION I -PLY SEIDACK IFE�i�� —13 IIIP WI111 FAIR I-PLY-SET(IACY. - p3 HIP Willi FTU' I -PLY 0 �L\x/111 IIIP Willi FUR I -PLY r _-. 12 HIP CHORD EXTENSION [-PLY ��1= C$ilQ1T]�S[i]lC31IZ1�� I11 HIP GIRDER MAY (D) (DI I (DJ (U)'Z� pl HIP GIRDER MAY ,BE MULTIPLEMF:MUCR ��j�\ / DE MuIIPLEMEMBER (B) PURLINS SPACED a 24'0.C. TYP. \\ PERMANENT DIAGONAL DP.ACIOG ( CONI INIOUS 2X4) v APPLIED TO (UPSIDE OF FLAT TOP (0) (RIPPLES SPACED 24. O.C. TYP. C11OR0 BY ERECIIUN CONIPACIOR (0) FURRING L FLAT IC (SEE UPACING BE -TAIL) SAME SIZE AND SPECIES AS DESIGN • NOTE: SEE ORIGINAL DESIGN FUR LUMBER, PLATING AND OTHER CRIIEP.IA NOT SIUIWN HERE. 11 HIP I MAY DE I JACK RAFTER RIGID CONNECTION DETAIL SIMPSON 113 TIE SEE SIMPSON CATALOG C -P195-1 FUR NAILING SPECIFICATIONS. JACK RAFTER. (0) PURLINS SPACED a 24.O.C. TYP. \ \ PERMANENT DIAGONAL BRACIOG (CON IINLDUS 2X4) V APPLIED 10 1UPSIOE OF FLAT TDP (I1) CRIPPLES SPACED 40' U.C. TYP. CHORD BY ERECTION CIUIIRACTUP. (U) FLIPPING 6 FLAT TC (SEE GRACING DETAIL) SAME SIZE AND SPECIES AS DESIGN. E NOTE: SEE ORIGINAL DESIGN FOR LUMBER., PLATING AND OTIIEP. CRITERIA NOT SHOWN HERE. PERMANENT BRACING DETAIL - SECTION A -A START OF IOP CHORD FLAT TOP CHORD PUP.LINS STAP.T OF THE IOP CHORD EXTENSION EXTENSION (SLUIING 10 FLAT) \ (TYPICAL) /(CDNTINUWS y (SLOPING TO FLAT) pl HIP, REFER TO ORIGINAL DRAWING FOR INURE I NFURMA T I • SEIOACI I \ 11011F SHEATHING JACK RAFTER L PEPMANEIII UTAGIINALS FURM BRACED DAY. REPEAT AT ALL HIP ENOS AND AT APPPLIXIMAILLY 20' INTERNALS OR LESS 111EREAFIER AND AT ENI( BAY. ( I )) NEVE: PEPMANENT UTAGIUJAL !]RACING NAILED TO UNIIERSIDG OF FLAT TOP CHORD PREVENTS LAIERAL MOVEMENT OF TUI' CHORD. (IF PLYWUUO SHEATHING IS PPESENT ON EN0IJACKS, AND JACKS APE PRIIPERLY ATTACHED (SEE DETAIL] 10 it (IIP, IH:N DIAGONAL BRACING IS NOT NECESSARY AT 111 HIP, I111WEVER, PLACEMENT a 20' INTERVALS IS STILL P.ENUIREU. ) r -L I "r-.— — ALT-E14c ucalullf1.1 ■ 1 • ■ ■■ I. 0 0 o r� o o HMIMPORTANT)(i slLPIN Ensoa+slv`�TS. INC. WARNING;m cAN� `W�SI^ON� TC LL • BEST REF R427--35f�9 = O C� OkS� ALL 1ptce� DEVIA110N FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY mANDuNaa. EniC"o BRACING. SEE HID -01 BY IPI. SEE ?MIS DESIGN PERHANE111 BRACING RE �tV�' \*� W. 6. TC DL \ 11011F SHEATHING JACK RAFTER L PEPMANEIII UTAGIINALS FURM BRACED DAY. REPEAT AT ALL HIP ENOS AND AT APPPLIXIMAILLY 20' INTERNALS OR LESS 111EREAFIER AND AT ENI( BAY. ( I )) NEVE: PEPMANENT UTAGIUJAL !]RACING NAILED TO UNIIERSIDG OF FLAT TOP CHORD PREVENTS LAIERAL MOVEMENT OF TUI' CHORD. (IF PLYWUUO SHEATHING IS PPESENT ON EN0IJACKS, AND JACKS APE PRIIPERLY ATTACHED (SEE DETAIL] 10 it (IIP, IH:N DIAGONAL BRACING IS NOT NECESSARY AT 111 HIP, I111WEVER, PLACEMENT a 20' INTERVALS IS STILL P.ENUIREU. ) r -L I "r-.— — ALT-E14c ucalullf1.1 1 • � 1 I. 0 0 o r� o o HMIMPORTANT)(i slLPIN Ensoa+slv`�TS. INC. WARNING;m cAN� `W�SI^ON� TC LL • PSF REF R427--35f�9 = O C� OkS� ALL 1ptce� DEVIA110N FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY mANDuNaa. EniC"o BRACING. SEE HID -01 BY IPI. SEE ?MIS DESIGN PERHANE111 BRACING RE �tV�' \*� W. 6. TC DL : PSF DATE 041271 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OST6B BY IPI. FOR ADDITIONAL SPECIAL C=) c ALPINE CONNECTOR] ANE MADE DF 200A GALV. STEEL HEEIINO ASTM DUIIEMENTS. UNLESS OTHERWISE INDICATED. TOP BC OL +1 PSF ORH CO))08 C� C= AN6 W B EXCEPT AS NOTED. APPLY CONNECTORS 10 EACH FACE OF CIDPD SMALL BE LATERALLY BRACED WITH PROPER F�1 r 7D BC LL T' PSF CA -ENG PBC .l 1� TRUSS AND UNLESS OTHERWISE LOCATED OI THIS DESIGN. POSIIIONI LY ATTACHED PLYWOOD SIEA1111NC. BOITUM CHORD C=COUECTORS PER DRAWNCS 170. ISO C IBOA-F. DESIGN STANDARDS Willi PRDPEPLV ATTACHED RIGID CEILING -- SEE TOT.LD. * PSF C011►OI M/APPLICABLE PROVISIO S OF MS C IPI. AN EHGIIELR'S ALPINE IFCINICAL U`DAIE 11/1/011 TOR PROPER SEAL ON IRISDRAWING APPLIIS TO TIE COW'ONENI DEPICTED HERE DRYWALL APPLICATION. ►UWIISN A COPY OF TIIIS C �fi�A OUR_FAC. E r� IN ONLY. AND SHALL NOT BE RELIID UlUl IN ANI OVER MAY. D151GN 10 TIE TRUSS EKCIION CONIMCIUR. A''�'�� �MI.V �Mlw' - Tv FAG$ PLAN ---- - NIP' lv�eR I } 1u 1 -� --T 1*1 T To G�NTER- J�cK TiZ•1�ir I No i I/ lr�v o�c.NTER 2K4 c¢ 2Kco Z.1001/ J� D A 4 orz 44a -Q T6�-or- NIF VIpq-H wt �' >wz 4xb H!,PT O HIP MASTER �t4�Jjr •ou STANDARD' HIP DETAIL LONGFELLOW LUMBER CO. CHICO, C'A. (916) 893-0112 m 2X4 111IS DWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUOMITIEO BY TRUSS MFR, STANOA110 JACK OETAI(_ SPACING - 24' O.C. OEFLECT ION 0111 TEM A: 1„5x3 (LIVE LOAUI IIAFTER SLOPES < 4: Q, - L/240 11AFTE11 SLOPES > 4: 12 < 12: 12 L/ 1110 CEILING JOIST L/240 FIAFTEn \ �:) IT IS TIIE AESPONSIOILITY OF TIME UUILUING DESIGNER AND TRUSS FA(I1IICA10II TO REVIEW THIS U1IAFIING PRIOR TO C1ITTING LUMDEn TO VERIFY THAT ALL IIATA, INCLUUING 0114ENSIONS ANO LOADS, CUNFO1114 TO TIO: AIICIIITECTUIIAL SPECIFICATIONS AND FAOIIICATOR'S MUSS LAYOUT, CEILING.JOIST LIVE LOAD (PSF) DEAD LOAD IPsf) DURATION FACTOR SIZE GRADE MAXIMU14 CLEATI SPAN I.Ux3 2X4 IIE14-Fln STANOATIU -FIEOUIIIED IF RAFTCII NOT SUIJF30FITEO At ENO IIAFTER 'SLOPE < 4: 12 RAFTER SLOPE > 4: 12 BUT < 12; ] Z 16 16 30 30 16 IG 30 30 7 19 10 15 10 15 1U 18 25X 25% 15% 159 25X 25X 159 15% --MAXIAH/.I rlrAll cnnnT__ LWA CEILING JOIST 5 1.00 PLATE-WAVE_TPI95 0 0 0 0 0 0 0 0 0 0 0 o T= o 0 0 0 0 0 0 0 0 ALPINE o TRUSS o C= O 1= o O o Y DESIGN CRIT=UBC OTY - 1 TOTAL - i HIA TRUSSES REOUIRE E%IREME CARE IN FABRICATING, HANDLING SHIPPING INSTALI INS. REFER i0 H18-91 (HANDLING INSTALLING AND BRACING). PUBLISHED IIY TPI I :TITUTEI 5B3_O'ONOFRIO. OR., SUITE 200, MADISON. M1. 531191 FOR SAFETY PnACT �� ui uc ne-'UnbJmE FUN ANY UEVLATION FROM THIS /j LURE i0 BUILD THE TRUSSES IN COIF ORMANCE NIT” TPI: OR FABRICATING 74C CA DS-11NATION�LI DESING GN SPECIFICATION PUBOF LISHEDEBYGT14EOAMERICANIFORESTLANOBI iM (�, 637 1 ONI AND TPI. ALPINE CONNECTORS ARE MAGE OF 20GA ASTM A053 GR40 GALV. ST APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OIHERMISE LOCAIEO 91T10N CONNECIOnS PER DRAWINGS 160 A -Z. TIIE SIAL ON IHIR ORAMING INDICATE nOFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR TIIE 111US9 COMPONENTcil VICE SUITABILITY AND USE OF TIIIS COMPONENT FOR ANY PAnTICULAR BUILDING9ILlIY OF IHE.AUILDINU DESIGNER PFR ANSI IPI I -Ing -5 �r'fff QF C�``\�O� REF R992-909 DATE 01/1 CA -ENG .Is I LWA ..... .......�� WAMV......�...... PLATE-WAVE_TPI95 0 0 0 0 0 0 0 0 0 0 0 o T= o 0 0 0 0 0 0 0 0 ALPINE o TRUSS o C= O 1= o O o Y DESIGN CRIT=UBC OTY - 1 TOTAL - i HIA TRUSSES REOUIRE E%IREME CARE IN FABRICATING, HANDLING SHIPPING INSTALI INS. REFER i0 H18-91 (HANDLING INSTALLING AND BRACING). PUBLISHED IIY TPI I :TITUTEI 5B3_O'ONOFRIO. OR., SUITE 200, MADISON. M1. 531191 FOR SAFETY PnACT �� ui uc ne-'UnbJmE FUN ANY UEVLATION FROM THIS /j LURE i0 BUILD THE TRUSSES IN COIF ORMANCE NIT” TPI: OR FABRICATING 74C CA DS-11NATION�LI DESING GN SPECIFICATION PUBOF LISHEDEBYGT14EOAMERICANIFORESTLANOBI iM (�, 637 1 ONI AND TPI. ALPINE CONNECTORS ARE MAGE OF 20GA ASTM A053 GR40 GALV. ST APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OIHERMISE LOCAIEO 91T10N CONNECIOnS PER DRAWINGS 160 A -Z. TIIE SIAL ON IHIR ORAMING INDICATE nOFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR TIIE 111US9 COMPONENTcil VICE SUITABILITY AND USE OF TIIIS COMPONENT FOR ANY PAnTICULAR BUILDING9ILlIY OF IHE.AUILDINU DESIGNER PFR ANSI IPI I -Ing -5 �r'fff QF C�``\�O� REF R992-909 DATE 01/1 CA -ENG .Is I PIGGYBACK DETAIL THE DETAILS BELOW ARE ACCEPTABLE FOR THE FOLLOWING WIND CONDITIONS: 80 MPH WIND, 30.00 FT MEAN IICT, ASCE 7-93, CLOSED BLDG, 80 MPH WIND, 30.00 FT MEAN MGT, SDC, SEE IIIB-91 SECTION 13.2.1 FOR DIAGONAL LOCATED ANYWHERE IN ROOF. 100 MI FROM COAST, ENCLOSED BLDG, LOCATED ANYWHERE IN ROOF CAT 1, EXP C. WIND TC DL=5.0 PSF, WIND BC DL=5.0-PSF. WIND TC DL=5.0 PSF, WIND BC DL=5.0 PSF.. BRACING. DETAIL A I FLAT TOP CHORD < OR = 12' — — PIGGYBACK CAP TRUSS TOENAILED TO ALL TOP CHORD BRACING WITH (2) 10d COMMON NAILS. • 12" MIN RIGID SHEATHING OVERLAP WITH 8d COMMON Q�OVESSION�� OR GUN NAILS IN OVERLAP ZONE SPACED AT 4" O.C. �Q`��O W. yFel �FA aWc No. C 5 ESIBRACING Z DETAIL B FLAT TOP CHORD < OR = 20' PIGGYBACK CAP TRUSS TOENAILED TO ALL TOP CHORD BRACING WITH (2) 10d COMMON NAILS AND WITH 4 2 2 4 GRADE SCAB SIDE AT ATTACHEDSECURED WI H210d#3 COMMON NAILS 4" O.C.I 2' FLAT TC BRACING PER DESIGN /� CAP TRUSS TOENAILED TO TOP CHORD BRACING AND SECURED WITH DETAIL C 3X8 TRULOX PLATES (EACH FACE) AT EACH END AND 1/3 POINTS. ALPINE 62PB PIGGYBACK CONNECTOR PLATES OR 8x8 PLYWOOD CICI CIRCLED NUMBER ER I INDICATES REQUIRED NUMBER 0.120" X NAILS, OR EQUAL. PER FACE GUSSETS MAY BE USED IN LIEU OF TRULOX PLATES. FLAT TOP CHORD < OR = 30' PER PLY. SEE DRAWING 160 TL FOR TRULOX INFORMATION. 4 AL TERNATE CONNECTION 4 4 4 (4) 6d COMMON NAILS EACH FACE ----------------- 8" X 8" X 1/2" PLYWOOD OR OSB SPAN RATED * 24/0 GUSSETS EACH FACE. ATTACH WITH (8) TC BRACING rFA N v 6d COMMON ( .113x2" ) NAILS PER GUSSET, ESIGN /7 (4) IN CAP BC AND (4) IN BASE TRUSS FLAT TC. ••'WARNING—iRUSSCS REQUIRE CXIREME CARE IN FABRICATING. HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INS 7ALLING AND BRACING), PUBLISHED BY 7PI (TRUSS PLATE TC LL PSF REF INSTITUTE. 583 D'ONOFRIO DR., SUITE 200, MADISON. WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL' HAVE PROPCRLY TC DL PSF DATE 3/5/99 ATIACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. rrIMPORIANI•r FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRO 7S. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS BC DL PSF DRWG 58],6'%0 N Y FAILURE 10 BUILD TTRUSSESHE ICONFORMANCE TFABRICATING, ( JACCEPIANCE HANDLING, SHIPPING. INS TALLINGANDBRACING OFTTRUSSSESDESIGNCONFORMS WITHAPPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND BC LL PSF –ENG SJP/KAR PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON TOT.L D. MAX 60 PSF THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SCAL ON THIS DRAWING INDICATES OF PROFESSIONAL ENGINEERING RESPONSIBIL17Y SOLELY FOR THE TRUSS COMPONENT DUR.FAC. 1.15 /S STHN RESPONSIBILITY OFBTHET BUILDING EDOSIGN R PERCOMPONENT ANSI/I I 1 1995PARTICULAR 2. BUILDING SPACING 24.0" JOU: LF' TEAM IUP DETAIL CONVENTIONAL FRAMING IS NOT TIME: ITESPONSIBILITY OF THE MUSS DESIGNER, PLATE MANUFACTURER, NO11 TRUSS FABRICATOR. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK ADVICE BY LOCAL PROFESSIONAL ENGINEER 11EGAROING CONVENTIONAL FRAMING. (II) 2X6 block. Refer to table for minimum length. (W) King post web. Minimum size - 2X6. A Refer to terminal hip drawing for.lumber, plates and other data not shown here. 'IA Note: Nail values are given for "normal" values and are not adjusted for the various durations as allowed by the code. The quantity of nails may be adjusted as allowed by the code. U)1W)A CONNECTOR PLATES DESIGNED FOR WILEN LUMBEII PEII NUS TABLE 0.10. M A R T M II M R 17 A r T T n M Setback A I'I Setback Snan -- SEON-- 11793 FURNISH A COPY OF THIS DESIGN TO ERECTION C REV 15.3.3 SCALE - 0.2500 O .O t= O � — O C= p OAR C= _e ' O t� O d O O LUMBLurlB ciz ER Nails required Length of block 600# 90011 1200# 1700# F,.L. 8/16" 12/20" 16/24" 24 / 36" ,11.F. 11/20" 16/24" 22/30" 37 / 42" SP 3: 11/20" 16/24" 22/30" 32 / 42" Setback A I'I Setback Snan -- SEON-- 11793 FURNISH A COPY OF THIS DESIGN TO ERECTION C REV 15.3.3 SCALE - 0.2500 O .O t= O � — O C= p OAR C= _e ' O t� O d O O ALPINE ENOUREIIEO PnO0I1C to TIC. *KIMPORTANTX)( 611ALL 1401 of MSPONSIOLE M ANY DEVIATION Met HIM SPECIfICAIION! 09 Alit OEVIATIOt1 F110N INIE OElItIH Oft A"1 fA7ltlIE 10 BVIlO 1118 INl1S8 1M COFQIl1A1LE MIM IIE '001.111 MIRIAM 09100' B1 1P1. ALPINE CCIN*Cf019 AM MA111/ACIMED 1110" 70 6AUCt OALTA111IE0 STEEL UILESS 011E101ISE 6110M NEEIIND 0EOVIIII EN,S Of ASIN A110 OMOE A. APPIT LTIM1IClon! IO BOTH fALTi! Al EAdI JOINt ANO LaeATfi A! DIStt� 81 ANOAIOlsmim 01 w0�1lI,'WilliINAAPPLICA0I.E 1PIWY191019 SOI 11A6 AN0 011`1 IPCII. iR5SE9 f1ETiIm EA1nENE CA1tE WARNING u1 1wAx1N9. EIIECnaI Alm pQ�aW C Tluclllo.9EE 'ONT-76'. IsnActim M000 i0U596 ��`- COMEfnAlIY ANO n6C0111E140AT1019-AIPII . y~ 11116 LESION roll ApmIMAL SPECIAL PEII oc 5 NEAT MACI110 mouinnotis. UMBB 011Ent, 1�•� ` 31101!& TOP CIO" 91NLL BE LATEIIALLT ORA, 6� NI III PrnrEltT A1tAaE0 RYNOOO 111EA1NI11 ASI131EL�'IIFI[ DO 13011011. 111WITII 111010 1 401 Me111111 Timm � CI1,� �! DESIW6 MI III FIFE FETARBAIlt 111F.AIEO LONOEO. �l�Tf OF C�\'\`O� 91[CIr ICA1101 FOn ULM CdN111MI1011 DESIGN CRIT: MC REF 58425 -LF TC LL )I .0 PSF ' TC DL .0 PSF SC DL 0 PSF TOT. LD O PSF DATE 01/1 J/90 DRWG CD 105A CA -ENG CWC/0�t.v 0/A LEN. fI DUII. FAC.. III PI TCH B . 0 12 M --IPI - MIMI PLATE IIISIIIVIE 1109 - IIA11011AL IXSI011 SPACING )t TYPE DETAIL 1 1 1RCHA-CHRIS CARTER A -ID DRAG/COFF/DTC/SGE r1.3K TOP CHORD 2x6 DF -L SS BOT CHORD 2x4 DF -L 01 WEBS 2x4 DF -L Standard rn C ANSFERS 87.00 PLF ALONG TOP CHORD RUSS TO SUPPORTS) WHERE INDICATED. DIAPHRAGM AND ONS ARE TO BE DESIGNED BY•ENGINEER OF RECORD. Q.jiHIS TRUSS IS DESIGNED TO SUPPORT 18" OVERHANG AND c" SIDING LOAD NOT TO EXCEED 10 PSF TO ONE FACE z )F TRUSS ONLY. (K) 2x4 DF -L SS FULL BLOCK. ATTACH BLOCK TO THE W4X4 - TOP CHORD WITH W2X4 ALPINE PLATES @ 24"oc. THROUGHOUT PLUS HEEL PLATES AS SHOWN. 8 r (K) y W3X4 L f W4X12 ca 0 a W3X4(Al) J B A �W3X4 w THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. PLATES DESIGNED FOR GREEN LUMBER PER NOS -97 TABLE 7.3.3. ***LOADING ON THIS TRUSS CALCULATED BY TRUSS FABRICATOR*** ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. SEE DWG GAB98117 FOR ADDITIONAL REQUIREMENTS. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00' OC, BC @ 72.00. OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. ** THE TOTAL HORIZONTAL REACTION IS 1436# ** C-:3 Rh -+/-151 PLF OVER TWO 4-8-8 SHEAR WALLS C_:; f —4-8-8 f 4-8-8 0 +8-0-0 AID w LQ -2-7-12— 1-2-0-0 5-8-8 -I 2-0-0� L --1-6.0•a1 a 7-6-0 7-6-0 Q 4-10-6 5-3-4 4-10-6 I E _ -- --, ��// 15-0-0 Over_.2 Supports R-268 PLF W-4-8-8 ��C/ R=280 PLF W-4-8-8 ✓/f ��,/ co L Note: All Plates Are W1.5X4 Except As Shown. dd�� 0o PLT TYP. Wave TPI -95 R Design Criteria: TPI STD CA - 1-,� c.d tale . •WARMING-• TRUSSES REQUIRE EITAENE CE 11 FABRICATION. HANDLING. SHIPPING. INSTALLING AND CT -BRACING. REFAR ER TO 118.91 (MANGLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE W TC LL 1 6 . F F C m " INSTITUTE. 503 D'ONOFRIO DR.. SUITE 200. MADISON. NI Swig). FOR SAFETY PRACTICES PRIDR TO _a N ` rn PI ra MING THESE FUNCTIONS. UNLESS 07HERVISE INDICATED. TOP CHORD SMALL HAVE PROPERLY ATTACHED Q TC DL 15.PS D�1- ---� STRUCTURAL PANELS. BOTTOM CHORD SNAIL NATE A PROPERLY ATTACRED RIGID CEILING. •"IMPORTANT-- FNRNISN A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED B C DL 7.0 PSF DPW d' PRODUCTS. INC. SHALL NOT BE RESPOASIBLE FOR ANT DEVIATION FROM THIS DESIGN; ANT FAILURE TO ALPINE BNACINGGBUILD OF TRUSSESTHIS COTHIS10 SIGNICONFORMS WITH APPLICABLE PROVISIONS OFTING. MANDLLNG, PNO$ (NATIONALTDES GN z B C LL U . D PSF s - ENG SPECIFICATION PUBLISHED BT THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE Nov 03 1 9 9 9 CONI MAS ARE MADE OF FOGA ASTR A653 ORAD QALY. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO * * TOT. LD . 38.0 PSF - SEO �+ (AC N FACE OF TRUSS. AND UNLESS OTNERVISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER ,,,,F,' DNA IISPONS 160 A•l. TME SEAL ON THIS DRANINO INDICASIONTES ACCE►TAM11 OF PROIISSIDATY ND USEENGINEERING �I CM P D(�R, FAC. 1.25 FROM E Alpine Eng{nemed P•yyrOiB`IEN COMPONENTIFORTANYLELY FOR PARTICULARETRUSSBUILDING IS THERESPONSIBILITYOF TME BUILDING SO IDES DESIGNER. PER 1IfIS '9�l te•CA � ANSI/TPI 1.1995 SECTION 2. 0F SPACING 24.0" =.375" Ft. 27--22227 /Y1/03/99 47 99307052 VQ%GWH 1968- 10 808- (CARCHA-CHRIS CARTER /CHANEY - A-2 COFF TOP CHORD 2x6 DF -L SS BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard N PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 10 PSF BC LIVE LOAD PER UBC. ca ' N CT CJ) • O W5X4 E_ H V A O a A W w W2X4( w z ' CZ1 • z w C,y THIS ONG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS HFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC IR 24.00" OC. BC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. Lc.l•6-0� 7-6-0 J- 7-6-0 1 4-10-6 T 5-3-4 'ice 4-10-6 "1 15:0:0 Over 2 Supports R-563 N-5.5°� R-676 Na5.5' PLT TYP. Wave TPI -95 R Desian Criteria: TPI STD C77 O A-2- +"- 0-0 +"-0-0 9 Z' " .met,, 7 ALPINE �l,,,,, "SWC .gyp" -YARNING" TRUSSES REQUIRE EITRERE'CARE IN FABRICATION. HANDLING, SHIPPING. INSTALLING AND •BRACINH. R(F(R TO NIB •93 (NANOlIN6 INSTALLING AND BRACING). ►08lISNEO BY TPI GROSS ►t ATEQbr IN STITOTf. S93 0? X0'110 DR.. SUITE 200, MADISON, WE 53719). FOR SAFETY PRACTICIS P1104 TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, 70P CHORD SMALL HAVE PROPERLY ATTACHED STROCTN0.Al ►AlEI S, BOT70M CHORD SHALL NAVE A ?ROPE LY ATTACHED RIGID CEILING. •.IMPORTANT°• FURNISH A COPY OF THIS DESIGN TO TRE IMALLATION COR TRACTOR. ALPINE ENGINEERED P10DNCTS. INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGIII ANY FAILURE TO UILD BRACINGXOFTTRO SESUSSES !N COTNISDESIGN CONFORMS WITHFABRICATING. APPLICABLE PROFISIONSSHIPPING. (NAT ONALINSTALLING DESISM LPINE 01 OFD206AOf THE AMERICAN FOREST AID PAPER ASTM A6333 AR40 GALT. STEEL. 110EPTIASINOTEO.D APPLY AC0IHECTORS TO CONNECTORS5, EC FICATARE MADE EACM FACE DF TRUSS. ANDDILE SS nOrnTINISIDR LOCATED ON THIS DESIGN. POSITION RO CONNECTORS GPER DRAWINGS 100 A•E. T10 SEAL TR THIS DRAWING DEDICATES ACCEPTANCE SU TABILISIONAL USE 01`11IN6 IN RE2101 RIBIlITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHORN. THE SUITABILITY AND USE O' THIS COMPONENT FOR ANY PARTICULAR BUILDING ES THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER AYSI R►I I.1S SECTION f. N� W, y � * Nov 03 1999 * 4� CI� TC LL 16.0 P T C DL 15.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 38.0 PSF E 42 7 - - 22229 ' E / 02/ 99 DR A SR4& 99306005 CA-ENG.IEB/GWH SEAN - 184223 DUR. FAC. 1.25 FROM E. D SPACING 24.0° CARCHA-CHRIS CARTER /CHANEY - A -2D DRAG/COFF [1.3K DRA TOP CHORD 2x6 DF -L SS BOT CHORD 2X4 DF -L #1 WEBS 2x4 DF -L Standard TRUSS TRANSFERS 87.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND NNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS MFR PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. ***LOADING ON THIS TRUSS CALCULATED BY TRUSS FABRICATOR*** ** THE MAXIMUM HORIZONTAL REACTION IS 1444.63# ** ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC <DDfHIS TRUSS IS DESIGNED TO SUPPO T 12" OVERHANG AND 0 24.00" OC. BC @ 72.00" OC. c7'iIDING LOAD NOT TO EXCEED 10 PSF TO ONE FACE OF z TRUSS ONLY. TOP CHORD MUST NOT BE NOTCHED OR CUT. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W6X4 10 PSF BC LIVE LOAD PER UBC. F A 0 Ix Ta w w W4X4 w z . c5 z w z 4-1-6-0.->1 7-6-0 7-6-0 c44-10-6 5-3-4 4-10-6 I15=0=0-Over--2_Supporf� R-784 W-5.5' • � Rh -1445/-1445 R-929 W-5.5' PLT TYP. Nave TPI -95 R Design Criteria: TPI(S1 '-YA(IMING.- TRUSSES REOUTAE EXTREME CME IN FABRICATION, HANDLING - SNIPPING. INSTALLING AND 07 aRACING. REFER TO 1111.91 INANOLING INSTALLING MD BRACING). PUBLISHED BY TPI ETROSS PLATE [T INSTITUTE, SOS D'ONOIRIO DR., SUITE 200, MADISON, VI 53719). rot SAFETY PRACTICES PRIOR TO [T PERFORM11O THESE FURCTIORS. UNLESS OTHERWISE 1101CATED, TOP CHORD SHALL HAVE PROFERIY ATTACHED ^' STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED 91010 CEILING. d� — PROD CTS. INC. SMALLI NOTA$I RESPONSIBLE FORGNART DEVIATIONL FROMNTHISTDESIIGN; AANTNEFAILURE [TOO RO ILD THE TRUSSES 11 CONFORMANCE 111711TPI: OR FABRICATING, MANGLING, SHIPPING. INSTALLING AND ALPINE $'ACEFD OF TRUSSES. TOTS OESIGI CONFORMS VITO APPLICABLE PROVISIONS OF MDS (NATIONAL 0ES1GM SPCCIiICATIOR PUBLISHED OT THE AMERICAN FOREST AND PAPER AS3OCIATION) AND TPI. ALPINE CONNECTORS ME MADE OF IOGA ASTM A653 6940 CALF. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS,. AND UNLESS OTHERWISE LOCATED 06 THIS 0[31611. POSITION CONNECTORS PER DtAY1M63 160 A4. THE STEAL 11 THIS DRANING I11DICATES ACCEPTANCE OF PROFESSIONAL EICINCERINC p,,,y,�� RESPOI7IBILITY SOLELT ►OR IME TRUSS COMPOtF1T DESIGN SHOWN. Tag SUITABILITY MD USE OF THIS 'I'd CA 9`� US CO" ONENT FOR ANY PANTILAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/ItI 1.1995 SECTIOI IC21. (A 2 D 5,rW a=� F t . REF 7=-22228 DATE 11/03/99 DR W CAUSR427 99307053 CA -ENG GTP/GWH SEAN - 184246 FROM E.D CA - 1/-/-/-/F )%DW ff, TC LL 16.0 PSF TC DL 15.O PSF BC DL 7.0 PSF BC LL 0.0 PSF v 03 1999 TOT.LD, 38.0 PSF CIv1+, DUR . FAC. 1.25 I SPACING 24.0° 5,rW a=� F t . REF 7=-22228 DATE 11/03/99 DR W CAUSR427 99307053 CA -ENG GTP/GWH SEAN - 184246 FROM E.D CARCHb-CHRIS CARTER /CHANEY - B-1 COFF/HIP [6'SBI (1 -PLY TOP CHORD 2x6 OF -L SS :T2 2x4 DF -L #I: BOT CHORD 2X4 DF -L 01 WEBS 2x4 DF -L Standard .'LATES DESIGNED FOR GREEN LUMBER PER NOS -97 TABLE 7.3.3. 93. (ADDITIONAL LOADS -------------------------------------------------- c7),TC - From 31 PLF at 15.00 to 0 PLF at 22.56 rn 0 3UILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. W5X40 W2.5X4 is r� T2 A er 0 rx A w y W2.5X4 @ W3X8 >sz z W3X4(A1) Em W5X88 X 4 Ys THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR.. ***LOADING ON THIS TRUSS CALCULATED BY TRUSS FABRICATOR*** ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. (0) THIS SECTION OF THE TRUSS IS LOADED AS A #1 HIP. IT SUPPORTS 06-00-00 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. USE THIS DESIGN FOR COMMON HIP TRUSSES m 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 2.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00' OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. CD130. SUPPORT HIP RAFTER WITH CRIPPLES AT 02-09-15 OC. W2.5X4 e W2.5X4 W2.5X4 ® 6 ` '1 8 W5X4 a W3X8 - 5 W5X4 a 5 �8-0-0 t W3X4 (Fl) --`s w (0)15-0- z u 66-0.,15-2-12 J �-.6-0 s to _6-0-0 18 -2 -LO 5-9-6 ,aqZO '�� 15-5-8 _ __ _... -_4-4-14- 5-3-4 1 4-10-6 _ T 30 -0 -O -Over 3 -Supports ' R-966 N-5.5' R-2138 W=5.5" J. R-507 W=5.5" ® k'O -- s PLT TYP. Wave TPI -95\R Design Criteria: TPI STD CA - 1 - - F SOB ,1'875'/Ft. pT '• TRUSSES REQUIRE EXTREME CE IN FABRICATION. HYOLINR. SNIPPING. INSTALLING AND -WARN INRY BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. SNS D'ONDFRtO OR.. SNIT[ X00, MADISON. 91 S)710). FOR SAFETY PRACTICES PRIOR TO _, n U`� W, TC LL 16.0 PSF 2 R R - 9230 Z p, pT PERFORMING TOESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED TC OL 15.0 PSF DATE . 11/0/99 �--, STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. IMPORTANT— FURNFSH A COPY OT THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7.0 PSF DRW CAUSR427 99307057 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DETIATION FROM THIS DESIGN: ART FAILURE TO O 0 BUILD TBI TRNSSES IN CONFORMANCE WITH TPI: DN FABRICATING, HANDLING. SNIPPING. INSTALLING AND BC LL 0.0 PSF CA -ENG GTP/ GWH O ALPINE BRACING Of TRNSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF ODS (NATIONAL DESIGN APPLYALPINE CONNECTORSIAREPHAD[ OFDEOGABY THE AREAICAN FOREST AND PAPER ASTA A6S3 GR40 SALT. STEEL. EICEPTIASINOTED. TPI. CONNECTORS TO * NOV 03 1999 * TOT. LO. 38.0 PSF SEON - 184381 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED 01 THIS DESIGN, POSITION CONNECTORS PER EGO A•I. ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERIRG CAAIH P e�;,� p�„� DRAPINGS THE SEIL BESPONSIBI(I17 SOLELY fOR THE T40SS COMPONENT NT DESIGN SNOYN THE SUITABILITY LITY AND USE OF TH(5 DUR.FAC. 1.25 FROM E.D ^lY�^'L'b�"�+w CA 959n COMPONENT FOR ART PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER QF(•`jVj SPACING_ 24.0' ANSuT►I L1SSS SECTION 2. _. _ _ - (CARCHA-CHRIS CARTER /CHANEY - B-2 HIP [10' TOP CHORD 2x6 DF -L SS :T2. T3 2x4 OF -L #1: BOT CHORD 2x4 OF -L #1 WEBS 2x4 DF -L Standard W- C -i N cam: PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. It THIS AREA OF FLAT TOP CHORD TO BE BRACED AT 24' O.C. CJD N 0 z W2.5X4 W2.5X4 0 W2.5X4 mI /-. T2 Cn x F. 8 r L v 0 ca 0 cc 11. ca r w r W2.5X4 Gr W2.5X4 w W3X4 (Al) 0 z W3X6 8 C� z w EI THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 1D PSF 8C LIVE LOAD PER UBC. 5X4 se WU4 (A1) a w1 6 0 Q-6a� 15-2-12 a- I 10-0-0 1 10-0-0 1_ 10-0-0 J ---L--30-0-0 Over 3 Supports' R-664 W-5.5" R-1150 W-5.5' R-664 W=5.5' Note: All Plates Are W2.5X4 Except As Shown. PLT TYP. Wave TPI -95 R Design Criteria: TPI S1 •'YARDING^ TRUSSES REQUIRE EXTREME CARE It FABRICATION, HANDLING, SNIFFING. INSTALLING AND CT BRACING. REFER TO 111.91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TDI (TNUSS PLATE p� 11StI TOTE, 583 O'ONOFRID DR.. SUITE E00, MADISON, YI 11119), FOR SAFETY P0.ACTItES PRIOR TO pX PERFORMING THESE FUNCTIONS. OILESS 0401. 1' INDICATED. TOP CHORD SNAIL RAVE DROPERIT AITACNED �-.. STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. --IMPORTANT-- FURBISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC, SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN, ANY FAILURE TO BUILD TME TRUSSES 11 COIfORMANCE PITH TPI; OR FABRICATING, NABOLING. SHIPPING. INSTALLING AND ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS Of BUS (NATIONAL DESIGN � SPECIFICATION PUHLISNL0 0T THE AHE0.IC'IN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE C=) CONNECTORS ARE MADE OF FOGA ASTM A653 6840 SAL,. STEEL. EXCEPT AS NDYED. APPLY CONNECTORS TO :2-1 EACH FACE OF TAVSS, AND UNLESS OTHERWISE LOCATED OM THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A•1. THE SEAL GN THIS ORAMIMG INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING A)pin6 1'!D&ecmd RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THE 0.�----- ANSIONINTjTPI 1FOR Alt [PARTICULAR BUILDING IS TAE RESPONSIBILITY OF THE BUILDING DESIGNER. PER SwoRna C3 2 Sca1�.ISTV/Ft. REF R427,=-22231 DATE M /02/99 DRW CAUSR427 99306006 CA -ENG AEB/GWH SEON - 184478 FROM E.D CA - 1 - - F ) ��p W. y TC LL TC OL 16.0 15.0 PSF PSF BC DL 7.0 PSF BC LL 0.0 PSF Nov 03 1999 # TOT.LD. 38.0 PSF DUR.FAC. 1.25 SPACING 24.0" Sca1�.ISTV/Ft. REF R427,=-22231 DATE M /02/99 DRW CAUSR427 99306006 CA -ENG AEB/GWH SEON - 184478 FROM E.D (CARCHA-CHRIS CARTER /CHANEY - B-3 COFF/HIP [12 -SB] W -F TOP CHORD 2x6 OF -L SS :T2, T3 2x4 DF -L #1: BBOT CHORD 2x4 DF -L #1 \ WEBS 2x4 DF -L Standard �y PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7,3.3. CT *THIS AREA OF FLAT TOP CHORD TO BE BRACED AT 24' O.C. 0 rn rn 0 W2.5X4 = W2.5X4 2 W3X8 H T3 W2.SX4 ,0 cn 8 H A O tx A_ wW2.5X4 E3 W2.5X4z W3X4;(Al) e c-5 z W .5X4 a W2.5X4 @ THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. DEFLECTION MEETS L/240.00 LIVE AND L/180,00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W2.5X4a fff'J 12 W6X6 0 W4X6 a W2.5X4 �"t 8 W2.5X4 44F W2.5X4 0 W3X8 a W3X4(A1) e W5X6;1 2 L_ W5X4 s z n� 15-2-12 J L, 6� ,°'12-0-0 6-0-0 12-0-0 �s 17-5-87-1-0 _ e 7-1-0 � 30-0-0-•Over:3-Supports R-592 W-5.5' R-1308 W-5.5' R-577 W-5.5' C= Note: All Plates Are W2.5X4 Except As Shown. PLT TYP. Wave TPI -95 R Design Criteria: TPI STD 'WARMING'• 7NUSSES REOVIRE EITHEME CARE IN FABRICATION. MANOLIRG, SBVPING. INSTALLING AND PUBLISHED B1 TPI (TRUSS PLATE 07 07 BRACING. RIFII TO 815.91 (MARDLINS IISTALL198 AID BRACING). IN ST TIME. SBS O'ONOFRIO DR.. SUITE 200. MADISON. WE 67710). FOR SAFETY PRACTICES PRIOR TO rte` O PERFORMING TM ESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED C7 C--, STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACIEO RIGID CEILING. ..IMPORTANT" FURNISH A COPT OF THIS DESIGN TO THE INSTALLATION COATAACTOL ALPINE ENGINEERED C+") PRODUCTS, INC. SMALL NOT BE RESPONSIBLE FOR ANY DEIIATION FROM THIS DESIGN; All FAILURE TO BUILD INE TRUSSES It CONFORMANCE WITH TPI: OR PABRICATIRG, HANDLING. SHIPPING, INSTALLING AND Bip 0-2002 A L PINE DRAtlAO OF iINISLS. TMS DESIGN CONFORMS WITH APPLICABLE PROVISIONS Of -NOS (RATIONAL DESIGN AND TPI. ALP SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) TD t Nov 03 1999 ."Or. CONNECTORS ARE MADE OF 206A ATIN A657 6140 MALT. STEEL, EICEPT AS NOTED. APPLY CONVECTORS EACH FACE OF TRUSS. AND UNLESS O71IfY1SE LOCATED ON THIS DZSIGH. POSITION CONNECTORS PEA DRAYIY63 160 A•2. TME $EAL OB TRT, DN►VINO IODICATES ACCEPTANCE OF PROFESSIONAL EKG INE ERIMG CML q% e � 0 , . [O,CA 95 8 R[SPMl ILIT1 SDLFLT F04 TGE TRUSS COMPONENT D[516N TNOYN. IME SUSTAB IL TTY AND tlSE OF THIS COA►CP 00 NT FOR ANY PARTICULAR BUILDING IS THE AESPOBSIBILITF OF THE BUILDING DESIGNER. PE9 ANSI(TPI 1.1095 SECTION Z. _ 63 +8-0-0 Of Z �A .s^ CA - 1 - - - F SCa1''"=.;6." F,t TC LL 16.0 PSF REF R42"-22837 TC OL 15.0 PSF DATE 11/0.3J.99 BC DL 7.0 PSF DRW CAUSR427 99307001 BC LL 0.0 PSF CA -ENG AEB/GWH TOT.LO. 38.0 PSF SEON - 184536 DURJAC. 1.25 FROM E.D SPACING 24.0' r 1RCHA-CHRIS CARTER /CHANEY - B-0 DRAG/COFF/HIP [13 -SB] 6.8K TOP CHORD 2x6 DF -L SS BOT CHORD 2x4 DF -L #1 WEBS 20 DF -L Standard :Lt Wedge 2x6 DF -L #2: =:_IPLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. T—ITRUSSTRANSFERS 227.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. z t* THE MAXIMUM HORIZONTAL REACTION IS 6869# ** W4X6 W5X8 » WlDX10 t. .. W5X6 , e r' E~ (A) a w (T) w 0X8(81) a W2.SX4 m W3X10 z W2X4 ® W5X12 o c.5 z w w THIS DWG PREPARE COMPUTER INPUT ENSIONS) SUBMITTED BY TRUSS MFR. (T)NEGATIVE REACTIONS (R --787i MAX, SEE BELOW) REQUIRE UPLIFT CONNECTIONS CONTINUOUS TO FOUNDATION OR OFFSETTING DEAD LOAD. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. (A) -SCAB BRACE. 80$ LENGTH OF -WEB MEMBER, SAME•SIZE,-----) SPECIES 8 GRADE -OR -BETTER, -ATTACH WITH 10d NAILS @ 6. OC: DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @24.00" OC W4X6 -t�, LII ;4(A2) Em T_B-D-o Q 13-0-0 4-0-0 13-0-0 17-5-8 _ _ _6. 7=1-0 T_ • _ 30-0-0 Over 2 -Supports R-126 PLF W-15-5-8 R-1328/-788 W -5.5 - Rh -+/-444 PLF OVER 15-5-8 SHEAR WALL 0 PLT TYP, Wave TPI -95 Desi n Criteria: TPI STD fu CT 07 03 t •"7 0 314 D Q . ..�.,. , —WARN NG-- TpUSS[S NEOUINE EXTREME CARE IN FABRICATION, RANKING, SHIPPING. INSTALLING AND � f� B0.ACSRG. NEfEI TO MIB•91 (NAtOlIN6 INSTALLING MD BRACING). PUBLISHED NT T►1 (TRtlSS PLATE QyvW TC LL 16.0 PSF REF A42 ,22838 INSTITUTE, 683 O'ONOFRIO DR.. SPITE 200. MADISON. WI 53f19), FOR SAFETY PRACTICES PRIOR TO TC D L 1 5.0 PSF DATE 11/03/99 PENFONMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SMALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, OOTTON CHORD SNALL NATE A PROPERLY ATTACHED RIGID CEILING. —IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7.0 PSF DRW CAUSR437 99307001 PRODUCTS, INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS OESIOB; ANY FAILURE TO 5 BUILD THE TROSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING. INSTALLING AND EjP EyRA2002 ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS DF NDS (NATIONAL DESIGN BC LL 0.0 PSF CA -ENG AEB/GWH SPECIFICATPINE COHNECTOSION ARI PISLISHED BY RADE OF LOGATNS AMERICAN FOREST ASIN AGS3 GR40 GALVAHSTEEL ENSICEPTIASINOTED. TPI. APPLYUCONECTORS TO Nov 03 1999 TOT.LD. 38.0 PSF SEON - 21744 EACH FACIE OF TRUSS, AILD UNLESS 1 THISIDR WONTED IC THIS DESIGN. POSITION CONNECTORS PER CNL Alaim ,,,,,,,�,i DRAPINGS 760 A•I. THE SEAL ON THIS COMPONENT INDICATES ACC(PTAT.E OF PRO FIE SO TAN It SSI ON AL USGIREERN,3 OUR, FAC. 1.25 FROM E. D 'w''� '' CORPORENTRESPO IFORYSOLELY FOR All PARTICULARETRUSS BUILDINGOISOTHE (RESPONSIBILITY OF THE BUILDINGIT No DESIGNER. OF THIS .� N AN31/TPI 1.1993 SECTION 2. SPACING 24.0 CARCHA-CHRIS CARTER /CHANEY - B-5 COFF) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS b DIMENSIONS) SUBMITTED BY TRUSS MFR. ITOP CHORD 2x6 DF -L SS BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. IREACTIONS R & R3 ARE FOR #1 CALIFORNIA HIP AND o $3 CALIFORNIA HIP RESPECTIVELY. Cm W5X4 fa 0 z its ••MARK IMG-- TRUSSES REOIIRE EITREME CML IN FABRICATION, HANDLING, SNIPPING, INSTALIIIG AND B r- C" BRACING. REFER TO HIB -91 (HANDLING INSTALLING MD BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 563 D'0 UPI TO DR.. SUITE t00. MADISON, MI $3719), FOR SAFETY PRACTICES PRIOR TO N�� O<D �I. TC W2.5X4 9 16.0 PSF CT W2.5X4 m TC DL 15.0 H --' STRUCTURAL PANELS. BOTTOM CHORD SHALL 6A" A FROPERLY ATTACHED 81010 CEILING. U -'IMPORTANT-- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE 99GIRIEREO B C D L 7.0 A o 3-3-15 PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO D5 x A L P I N E BUILD TME TRUSSES IN CONFORMAICE MIT" TPI; ON FABRICATING, HANDLING, SHIPPING. INSTALLING AND BRACING OF TROSSIS. THIS DES I"CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN E,O.S�02 8C LL 0.0 A w C=) SPECIFICATION POBLISNED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE Nov 03 1999 � .z a W1.5X4 I W2.5X4Ea LD. 38.0 z A1,.:... prod -ate . 10,C.A 9SLIZ8 EACH FACE OF TIISS. MD UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CORRECTORS PER DRAWINGS 160 A•I. THE SEAL 01 THIS DRAWING INDICATES ACCEPTANCE Of PROFE33I03AL ENGINEERING RESPONSIBILITY SOLELY FOR TME TRUSS CORPONEIT DESIGN SHOWN. THE SUITABILITY AND ISE.DF THES ANtIO/TP1TFOR l•19f5/S[CAIONCRLM BUILDING 13 THE RESP0ISIBTL ITT 0/ THE BUILDING OE SIGNER. PER W3X8 a D UR .FAC . 1 .25 ROOF OVERHANG SUPPORTS 2.D0 PSF SOFFIT LOAD. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W2.5X4 k W2.5X4 e W4X6 S 6`S 8 W2.5X4 44. W2.5X4 41klA,, P12 X12 8 W5X6 f 12 L�8-0-0 W5X8W4X48 W2X4(A1) Ee s z �a � 11-2-2 _I 10-10-6 15-0-0 13-3-14 1 6 0 7-1-0 1 6 0 2-5-8® n� I 25.10-6 Over 3 Supports R-238 -___R-4296_W-3.5' R-531 W-5.5' sd / A Note: All Plates Are W2.5X4 Except As Shown. PLT TYP. Wave TPI -95 R Desi n Criteria: TPI S 5 c a %- /Ft. REF' R427:--22839 DATE 'q 1/03/99 DRW CAUSR427 99307002 CA -ENG AEB/GWH SEAN - 184687 FROM E.D ••MARK IMG-- TRUSSES REOIIRE EITREME CML IN FABRICATION, HANDLING, SNIPPING, INSTALIIIG AND C" BRACING. REFER TO HIB -91 (HANDLING INSTALLING MD BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 563 D'0 UPI TO DR.. SUITE t00. MADISON, MI $3719), FOR SAFETY PRACTICES PRIOR TO N�� O<D �I. TC LL 16.0 PSF CT PERFORMING TBES[ FONCTIDNS. UNLESS IT"EIWISE INDICAT[0, TO► CN00.0 SHALL RAYL PROPERLY ATTACHED TC DL 15.0 PSF --' STRUCTURAL PANELS. BOTTOM CHORD SHALL 6A" A FROPERLY ATTACHED 81010 CEILING. -'IMPORTANT-- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE 99GIRIEREO B C D L 7.0 PSF PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO D5 A L P I N E BUILD TME TRUSSES IN CONFORMAICE MIT" TPI; ON FABRICATING, HANDLING, SHIPPING. INSTALLING AND BRACING OF TROSSIS. THIS DES I"CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN E,O.S�02 8C LL 0.0 PSF C=) SPECIFICATION POBLISNED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE Nov 03 1999 .z CONNECTORS AREMADE OF LOCA ASTM 16S3 GRAD GARY. STEEL, EICEPT AS NOTED. APPLY CORRECTORS TO TOT. LD. 38.0 PSF A1,.:... prod -ate . 10,C.A 9SLIZ8 EACH FACE OF TIISS. MD UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CORRECTORS PER DRAWINGS 160 A•I. THE SEAL 01 THIS DRAWING INDICATES ACCEPTANCE Of PROFE33I03AL ENGINEERING RESPONSIBILITY SOLELY FOR TME TRUSS CORPONEIT DESIGN SHOWN. THE SUITABILITY AND ISE.DF THES ANtIO/TP1TFOR l•19f5/S[CAIONCRLM BUILDING 13 THE RESP0ISIBTL ITT 0/ THE BUILDING OE SIGNER. PER CML D UR .FAC . 1 .25 SPACING 24.0 W 5 c a %- /Ft. REF' R427:--22839 DATE 'q 1/03/99 DRW CAUSR427 99307002 CA -ENG AEB/GWH SEAN - 184687 FROM E.D CARCHA-CHRIS CARTER /CHANEY - B-51) ORAG/COFF 2.9K DR ITOP CHORD 2x6 OF -L SS N BOT CHORD 2x4 OF -L #1 :B1 2x4 DF -L #18Bet.: WEBS 2x4 DF -L Standard :W1 2x6 DF -L 42: Q; PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. .- I(A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER,` rn DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. REACTIONS R & R3 ARE FOR #1 CALIFORNIA HIP AND #3 CALIFORNIA HIP RESPECTIVELY. c/] H W5 A O oG T G. 1 A C-13 3-3-15 w w z CZ w W THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ***LOADING ON THIS TRUSS CALCULATED BY TRUSS FABRICATOR*** -1695# NON -WIND UPLIFT AT BRG (X -LOC, Y -LOC): 4.14', 8.00 , ** THE MAXIMUM HORIZONTAL REACTION IS 2901.191 ** 10 PSF BC LIVE TRUSS TRANSFERS 112.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. W5X4 s W3X8 E3 W4X12 o z L7-. (Q 11-2-2 10-10-6 f 13-3-14 11-6-70 c `25-10-6 Over 3 Supports R-1927/-1695 cam. <!P!��Criterla: R-2285/-699 W-3.5" c PLT TYP. Wave TPI -95 R eria: TPI STD ziC73C7)- C73 2 C,.') 194,40 C W2.5X4(A1) Be I -u -u 2 -5 - Vo' A6`'�., +8-0-0 02 W-5.5" OAA_ "YARNING'• TRUSSES REQUIRE ESTA[ME CARE 11 FABRICATION, HANDLING. SIIPI IAO, 113TA1lIN6 AND BA ACING. REFER TO 810-91 (HANDLING 103TALLING AND BRACING). PUBLISHED Of TPI (TRUSS PLAT[ INSTITUTE. 593 O'ONOFRIO DR.. SUITE t00, MADISON, WI 53719), FOR SAFETY PRACTICES PRION TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SMALL HAVE PRDPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. Y.r W,L 7 .YV TC LL 16. $f ` TC D L 1 5 . - SF G -.4J I Y - R42 1 - - 22 840 11/03/99 ALPINE ��L1,,,, pp,,,,,�,,����,,�� "�r� `��"Y`�w PfOdl '' '0,� 95818 -IMPORTANT- FURBISH A COPY Of THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PAOOICTS. INC. SMALL NOT B[ RESPONSIBLE FOR All DEVIATION FROM THIS DESIGN: ANY FAILURE TO BRACT G1OfTTRUSSESUSSES II COTHIS"DESIGN CONFORMSANCE VITH TPI: WITHAPPLICABLE PROVISIONS R FABRICATING. SOFPIDSG(NATIONALIDES GN NG AND COYN[CTOASIA0.E MADESO►DBY tOGATHE ASTMMERICAN FOREST AND A6SS 6840 6ALt. ST[ELEREICESPiIASINOi[D� TPI. AL APPLY CONNECTORS TO EACH FACE Of TRUSS, AND UNLESS OTHERWISE LOCATED 01 THIS DESIGN, POSITION CONNECTORS PE0. ONAYIIGS 160 A•1. HESEAL 01 THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL EN6IREERIB6 COMPONERF. ILITY iDR MTLPARTICUFolLARTHE BUILDING ISO THE TDESIGN SHOWN. THE RESPONSIBILITY OF THE 617LOIA6SUITABILITY DESIGNER. PER THIS ARSIIT/1 I•1995 fECT101 t. eNp saam0� * NOV 03 1 999 * .A �►N� P c BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 38.0 PSF D. 'C 427 99307003 N -ENG A E B/ GWH SEQN -'184774 OUR .FAC . 1.25 FROM E.0 SPACING 24.0' HA -CHRIS CARTER /CHANEY B-6 STOP CHORD 2x6 DF -L SS :T2 2x6 DF -L #2: � BOT CHORD 2x4 DF -L #1 am t1-12 -, WEBS 2x4 DF -L Standard `1 PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. rn REACTIONS R & R3 ARE FOR #1 CALIFORNIA HIP AND m #3 CALIFORNIA HIP RESPECTIVELY. rn 0 MX4 a W2.5X4 E--• V A O a Q.. 3-3-15 A W a W W z W1.5 c5 w w THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (A)\SCAB BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE; SPECIES & GRADE OR BETTER. ATTACH WITH 10d NAILS 0 6. OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. i' 11-2-2 J d L 10-10-6 _I_ 15-0-0 __ J N O -cr C77 C7) C-7 0 z [ 25-10-6 Over 3 Support.., R-541 - R-766 W-3.5' R-659 W-5.5' : T 133 4-0-0-0 I im �'WARNING'� TRUSSES IIIDW IRE EIIRIIE CARE II FABRICATION, HANDLING. SNIPPING, INSTALLING AND BRACING. II It TO MI 01 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE IISTITV" SBS O'OIDFIIO DR., SU17E 200. MADISON, 91 S3719), FOR SAFETY PRACTICES PRIOR TO PERFORM IVB THESE FUNCTIONS. OILESS OTHERWISE INDICATED, TOP C1010 SHALL MASE PROPERLY ATTACHED '*c QS.— w h TC L L. 16.0 PSF TC DL 15.0 PSF REF 2 7 4 1 DATE �0�/.99 STRDC70AAL PANELS. BOTTOM CHORD SWAZI RATE A PROPERLY ATTACHED 11610 CEILING. DRW CAUSR427 99307004 --IMPORTANT-- FURNISH A COPE Of THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE INIINEENED PRODUCTS. INC. SHALL NOT HE RESPONSIBLE FOR ANY DEVIAYIOI FROM THIS DESIGN; ANY FAILURE TO D( BC DL 7.0 PSF CA -ENG AEB/G'WH ALPINE BOILD TRE TRUSSES IN CONFORMANCE WITH TPI: OftFABRICATING. RAMBLING. SHIPPING, INSTALLING AN BIACIAG Of TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DES1G BC LL 0.0 PSF SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND ?APER ASSOCIATION) AND TP1. ALPINE CONNECTORS ARE MADE Of 20GA ASTM A6S3 GRID GALT. STEEL, EICEPT AS NOTED. APPLY CONNECTORS TO >1 OW 03 1999 TOT.LO. 38.0 PSF SEAN - 184811 AsI�,, p.�y7E.'p�'�y���� EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED OR THIS DESIGN. POSITION CONVECTORS PEA DRAWINGS 160 A•1. TME SEAL 01 THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGIIEERING RESPONSIBILITY SOLELY FDA THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS CAM. P DUR.FAC. 1.25 FROM E.D `LY `�-mmcojcti "A^��"2" COMPONANSIJTENTIFOR ANSECA PARTICULAR BUILDING IS THE•BESPONSIBII ITV Of THE BUILDING DESIGNER, PER 2. Sc,A1� SPACING 24.0" (CARCHA-CHRIS CARTER /CHANEY - C-1 MONO+) ITOP CHORD 2x6 DF -L SS c BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard :W5 2x6 DF -L SS: co PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. rn • o rn rn 0 W2.5X4 0 1 e r W2.5X4 0 W5 (A)' t W2.5X4 T A S� = 3-3-15 A •.W a W z W1.5X4 N W2.5X4em z W2.5X4 a w W z . o. 11-3^14 Over 2 Support----Eimi R-430 - R-427 W-3.5• N O 10-3-3 -0-0 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. [(A)—CONTIN000S LATERAL BRACING EQUALLY SPACED O`N"MEMBER�.__ — DEFLECTION MEETS L/240,00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. Cl PLT UTP. Wave TPI -95 r/1/ R Design Criteria: TPI(ST CA/ --/-/-/F CT O ••MARNIN0• TRUSSES NEOUIBE ERTREHE CARE IN FABRICATION. HANDLING. SHIPPING, INSTALLING ARD PLATEp1� TALNADISON.LING UVIRACS311!). BY 7PI ITUPRIOR W TC LL 16.0 PSF CT INSTITUIF.RESOS O'ONOFAIO ORM.SVITE ZODLING rotSSAFETY PRACTECESHED TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE �S 7 INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD p TC OL 15.0 PSF c --i 39ALL HAVE A PROPERLY ATTACHED RIGID CEILING. •'IMPORTANT•• FINNISH A COPY OF THIS DESIGN Tp THE INSTALLATION CONTRACTOR. ALPINE EMGINEEAE PRODUCTS, INC. SHALL NOT RESPONSIBLE B C D L 7.0 PSF ALPINE Of FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE T BUILD THE i1USSE4 IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING. INSTALLING M BRACING OF TRUSSES. THIS DESIGN CONFORMS NITM APPLICABLE PROVISIONS 'WP- Y BC LL O OF NDS (NATIONAL DESI BY THE ANDIPI. ALPINE 0.0 PSF CONNECTORSION ARE MADE OF AGASNEO ASTM A6S1AGR40RCAL STEEL. INCEPT NOTED. APPLY CONNECTORS TO * Nov 03 1999 * TOT.LD. 38.0 PSF NPID�'• C `��""', 3HallooeDTD,CA95MB EACH FACE Of TRUSS. AND UOlE3f OTNEIYI SE LOCATED OH THIS DESIGN, POSITION CORRECTORS PER "AV 1:11 110 A -I. THE SEALELY FOR THE 01 THIS DRAWING INDICATES ACCEPTANCE Of PROFESSIONAL ENGINEERING RESP. COlIP01E1T1►11 ANYTY BUILDING ISUTHETRESPONSIBILITY 0► NE SUITABILITY E,l6NIRUSE ►ER THIS MSI/T►1 1•I!!S SECTION E. CNiL DUR.FAC. 1.25 SPACING 24.■0 SrI = u25•/Ft. REF R427_--22842 DATE - 11/03/99 DRW CAUSR427 99307005 CA -ENG AEB/GWH SEAN - 184845 FROM E.D CARCHA-CHRIS CARTER /CHANEY - D-1 HIP/GIRD (6 -SB] [1 -PLY]) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x6 DF -L SS BOT CHORD 2x8 DF -L SS \ WEBS 20 DF -L Standard r` ClPLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. I (H)RECOMMENDED CONNECTION.FOR_TRUSS FRAMING FROM THE BOTTOM o CHORDAT 3.86': SIMPSON HUS28.� SEE SIMPSON CATALOG C-PT99. rn o ADDITIONAL LOADS ---------------------------------- BC - 240 LB Conc. Load at 1.86 BC - 1928 LB Conc. Load at 3.86 BC - 240 LB Conc. Load at 5.86 BC - 240 LB Conc. Load at 7.86 BC - 240 LB Conc. Load at 9.86 BC - 546 LB Conc. Load at 11.86 BC - 431 LB Conc. Load at 13.86 BC - 431 LB Conc. Load at 15.86 W5X8 0 ... E~ 0 0 Xx cam. FAsT -T- 0-7-15 0-7 15 w z w W7X6(Al) 6a (H)1928 w BEARING BLOCKS: NAIL TYPE: 0.1310.0_g_nalls BRG K -LOC #BLOCKS LENGTH/BLK #NAILS/BLK 0 0.135' 1 12' 3 NOTE: FOR ADDITIONAL DETAILS REFER TO DRAWING 8139. BEARING BLOCK TO BE SAME SPECIES, SIZE & GRADE AS CHORD. DEFLECTION MEETS L/360.00 LIVE AND L/24D.00 TOTAL LOAD. #1 HIP SUPPORTS 06-00-00 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. RECOMMENDED CONNECTION FOR ALL TRUSSES (UNLESS OTHERWISE SPECIFIED) FRAMING FROM THE BOTTOM CHORD- SIMPSON LUS26). SEE CATALOG C-PT99. W5X841- 10 PSF BC LIVE LOAD PER UBC. -I- 0-8-3 0.8-3 0-0 W6X 6 (Aly�;� �i✓� i_ 5-10-6 _I_ 5-6-0 J _ 5-10-0 _ I?/� 17-2-6 OveF 2 Supports , �® Po R-3556 W-3.5" _ - - R-3065 W=3.5" `r PIT TYP_ (lava TPI-Q5\R I)acinn rritaria- TPT(STn) CA/-/1/-/-/-/Fte'SfCad.- 375"/Ft D1 O Q G 4T I7 C ALPINE ��,, ��,.... "'L' .�rro I= WARNING-- TRUSSES REQUIRE EXTREME CARE IM FABRICATION, HANDLING. SHIPPING, INSTALLING A10 ST 5 0 10 (RANOL116 IN6T0.AIIING AND BRAC 116), PIBLISRED BY TPI (TROSS PLATE RIACIIG. REFER 10 MIB-91ED SAFEPRACTICES PRIOR TO PERFORM NG THESE FRICTION$. UNLESSTOTHERWISE INDICATED, TOPMADISON. 111ICHORDFOR SMALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL EA►E A PROPERLY ATTACHED 4161D CEILING. 'IMPORTANT --I, ISH A COPY OF THIS DESIGN TO TRE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION THOM THIS DESIGN; ANY FAILURE TO BUILD TBE TRUSSES It CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SNIPPING. INSTALLIRG AND BAACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. AtP11[ CONNECTORS ARE MADE OF FOGA ASTM AOSN 6140 BALI. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS IRO A -I, fI[ SEAL ON TRIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ER6TNEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMYOIEVT DESIGN SHOWN. THE SUITABILITY AND NSE OF TRIS COMPONENT FOR ANY ►AITICULAN RUELDING 1S THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER MSIFTPT 1-1991 SECTION E. ,^ Ow w M ( 2 # Nov 03 1999 /� cmi� CIPCA,i TC LL 1 6 . 0 PSF SF TC DL 15.0 PSF . BC DL 7.0 PSF BC LL 0.0 PSF TOT. LD. 38.0 PSF '4427-22843 DATE 11/03/99 DRW CAUSR427 99307006 CA -ENG AEB/GWH SEON - 184911 OUR . FAC. 1.25 FROM E.0 SPACING 24.0' (CARCHA-CHRIS CARTER /CHANEY TOP CHORD 2x6 DF -L SS BOT CHORD 2x4 DF -L #1 WEBS 2x4 OF -L Standard E-1 MONO/HIP j8' -PLY)) THIS OWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. -A)'"CONTINU_OUS LATERAL BRACING EQUALLY SPACED -ON MEMBER. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOA D. PLATES DESIGNED FOR GREEN LUMBER PER NDS -91 TABLE 1.3.3. 10 PSF BC LIVE LOAD PER UBC. #1 HIP SUPPORTS 08-00-00 JACKS WITH NO WEBS. co CORNER SETS ARE CONVENTIONALLY FRAMED. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. N • rn EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. Q'BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. SUPPORT EXTENSIONS EVERY 4.00 FT TO FLAT TC. ATTACH 0 2x4 LATERAL BRACING TO FLAT TC @ 24.00' OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33). OR DWG: CD110. SUPPORT HIP RAFTER WITH CRIPPLES AT 05-07-14 OC. t W Ho W2.5X4 =— W3X10 Ma W2.5X4 0 H C-.> A • A ' O a L1. A : a W1.5X4 a W3X8 m W2.5X4 is W4X6 a z W5X6 (A2) W1.5X4 III w1� 6 z 1.6 ,_. f 4 0 -5-112 _T 3304-1Ni Q 3-10-1 i1.3-10- 4_ _6 3-110�5 3-10-12 T 3-10- L _ 8-0-0 _L_ 14-11-8 -,-.22-11-8 Over 2 Supports }, R-2142 W-5.5' R-2445 W-3.5' m PLT TYP. Wave TPI -95 R Design Criteria: TPI(ST ( —WARN IWG^ TRUSSES REQUIRE ESTIERE CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND C7), BRACING. REFER TO 811.91 (HANDLING INSTALLING AND BRACING). POILISHEO BY TDI (TROSS PLATE C73It STITUTI. SBS D'OBOFRIO DR.. SUITE 200. MADISON. WI 53119). FOR SAFETY PRACTICES 8-4101 FD C" PER FORM ING THESE FUNCTIONS. UNLESS OTHEANISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED IEQID C[ILING. --IMPORTANT-- FURNISH A COPY OF THIS DESIGI TO THE INSTALLATION CONTRACTOR. ALPIRE ENGINEERED -.:I. PRODUCTS. INC. SMALL HOT BE RESPONSIBLE FOR All DEVIATION FROM THIS DESIGN: ANY FAILURE TO ALPINE .0110 TR[ TRUSSES 11 CONFORMANCE WITH TPI; OR FABRICATING. BANDLIRO. SHIPPING. INSTALLING AID BRACING OF TRUSSES. THIS DESIGN CONFORNS NIT. APPLICABLE PIOTISIONS OF NDS (NATIONAL DESIGN y SPECIFICATION PUSLISIED 61 TIE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE O CORRECTORS ARE MADE Of FOGA ASTM A653 5640 GALT. STEL. EXCEPT AS NOTED APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED OI THIS DESIGN. POSITION CONNECTORS PER DIAWINGS 160 A•1. TR[ SEAL 01 101$ DRAWIIG INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEIRING A1p100 .&cmrcdProdX.w It"' NSEBII ETY SOL[LT FOR TOE TRUSS COMPONENT DESIGN SHOwl. TI[ SUITABILITY AND USE Of THIS . (,'A 95828 CONPIE1 FOR All PARTICULAR BUILDING IS TIE RESPONSIBILITY Of THE BUILDING DESIGNER. ►I1 ANSI/T►I 1.1993 SECTION 2. WSX6 - W1.5X4 M P:)A4 Q W5X6 ECJ 5-4-4 -0-0 S Te �!&5'/Ft. REF R427--23378 DATE 1-41/03/99 DR N CAUSR427 99307037 CA -ENG AEB/GWH SEAN - 184928 FROM E.D CA 1 - - F D �`p W. TC LL TC DL 16.0 15.0 PSF PSF BC DL 7.0 PSF N� eao•2oo2 BC LL 0.0 P S F Nov 03 1999 * TOT.LO. 38.0 PSF CIVIL OUR.FAC. 1.25 SPACING 24.0° S Te �!&5'/Ft. REF R427--23378 DATE 1-41/03/99 DR N CAUSR427 99307037 CA -ENG AEB/GWH SEAN - 184928 FROM E.D CA9CHA-CHRIS CARTER /CHANEY - F-1 PIGGY, TOP CHORD 2x6 DF -L #2 :T2 2x4 DF -L #1: BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 1 DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. CID X10 PSF BC LIVE LOAD PER UBC. rn 0 C.3 H V .A A O a Ar A w a 0:3 W4X4(A2) AIR z W5X8 - z IL-6-; 1 w THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. f(A)—CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00' OC, BC @ 72.00' OC. RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. W2.5X4 of W2.5X4 8 W4X44s W2.5X4 a WAYA W1.5X4 IB W1.5X4 p w tc 4-6 6 E 4 7-14 0 2-2- 5 5-0-3 ?Ic 3 7 8 al 3 5-4 1- 1I 9 1' ,�j1 I 4_6.6 4-15 3 1-11 4-7-13 T 3-7-8 T 3 0-14 'T 2-3; 5 1 d f I_ 12-3-15 1 11-4-3 1 2-3-16' F 26-020 Over 2 SUppor- ts- R-1102 W-5.5' \ _ _ _ _� -. ___ R-973 W=3.5' ®/ P0, cA PLT TYP. Wave TPI -95 R Desi n Criteria: TPI STD CA/-/ 1 O7 CT C �--. ••NARNIMG" TRUSSES REQUIRE EITREME CARE IN FABAICATION, HANDLING. SHIPPING, JIfTALLINI MD 8NACING. REFER 70 518.91 (HANDLIN8 INSTALLING MO BRACING). PUBLISHED BY TPI (TRUSS PLATw IISTI7UTE. 503 D'ONOFRIO OR.. SIITE EOO. MADISON. WE S3119). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SMALL HAVE PROPERLY ATTACHED (.� STRUCTURAL PANELS, BOTTOM CROWD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. Y TC LL 16.0 PSF R.4379 TC DL 15.0 PSF DATE 11/63/99 d� ALPINE O w�•�9w582B� I_A!Iqpine.,,,1nr.e,L lPro .,,r„ � --IMPORTANT*- F0941SH A COPT OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEER( PRODUCTS, INC. SHALL HOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE T BRACE HOBUILD N OFRUSSES TNISSES.I CONFORMANCE ESIGNITH TPI: CONFORMSOWITHABRICATING. HANDLING. APPLICABLE PROVISIONSSOFPADSG(NATIONALING DES] LPINE CONNECTOR$ABC MADE SOF AOGAHED BY TAST)1 A613HE AGR40 GALYN FOREST MSTEEL. EXCEPT D PAPER IASI807E0.0 APPLYCONNECTORSTO EACH FACE OF TRUSS, AND UNLESS OTNERWISE LOCATED ON THIS DESIGN, POSITION CONNECTOAS PER DRAWINGS 160 A-1. ThE SEAL ON Ttl15 ORAYIN6 INDICATES ACCEPTMCE OF IROF[SSEOIAL CNG]PIEERING RESPONSIBILITY SOLELY FOR TME TANS$ COMPONENT DESIGN SHOWN. THE SUITABILITY MD OSE Bf THISWA.EXQ COMPOTPITL 1991ANY 5ECTMIOiC21.Af1 BUILDING IS THE R[SPOISIB IL ITY B/ THE BUILDING OE S18M[R. PER eao tno2 # Nov 03 1999 �l CA�11- P �� BC DL BC LL TOT.LD. 7.0 PSF 0.0 PSF 38.0 PSF DRW CAUSR427.=99307038 CA -ENG AE B / GWH SEON - 185112 DUR.FAC. 1.25 FROM E.D SPACING 24.0" CAIICHA-CHRIS CARTER /CHANEY - F-2 PIGGY TOP CHORD 2x6 DF -L #2 :T2 2x4 DF -L #1: BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard :Lt S11der 2x4 OF -L Standard: BLOCK LENGTH - 1.500' `}PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. co 10 PSF BC LIVE LOAD PER UBC. N rn C7O. 0 W2.5X4 A -7- w w 0-10-10 W z W5X8 s w z Lc 4-0-12 11-114 -71 13-1111 9-5 1 4 6-12 1 4-7-14 6 3 1-1 L 11-10-5 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. (A)-CONTINUOUS_LATERAL-BRACING'EQUALLY-SPACED ON~ M�EMMSM IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00. OC, BC @ 72.00. OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. W2.5X4 -I,- W4X4 ,1�, 7-2-14 0-0 JACI o WOALT o WG.7A4 = WDA0 e W1.5X4 10 W1.5X4 in -0 7-1 3 3 + i 33-7 7 3 -0 3- -14 5-4 1 11 9 1 4--8 alp �j 2-3 Ul' I 11-4-3 _1_2-3-15 I40 IE 25-6-6 Over Supports R-970 - _ _ _ R-970 N=3.5"� m PLT TYP. Wave TPI -95 R Desi n Criteria: TPI STD CA - 1 - - F - IIcai,2%!• Ft 1 C7), C77 0 FZ —MARRING**TRUSSES REQUIRE EXTREME CARE IM FABRICATION. HANDLING. SHIPPING. INSTALLING AND BIACIIG. RIFER TO 811.91 MARKING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE IXSTITUfI, 517 O'O80rAI0 OR., SUITE E00. MAD1301. M1 S3119). FOR SATETY PRACTICES PRIOR TO PIIFORMIXG THESE FORCT101S. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACBED SIROCTUAAL FAREIS. BOTTDII CHORD SHALL MALI A PROPERLY ATTACHED RIGID CEILING. H TC LL 16.0 PSF TC DL 15.0 PSF V DATE .•,11/03/99 DRW CAUSR427 99307039 . o W3 BC DL 7.0 PSF ALPINE ,,,,,,��..��,,,,..,,tt Alpine �'�'•"• � 95828 a, Inc. T3: . a.10-aD02 Noy 03 199 9 i * �A CML %' '9J�or w CA -ENG AEB/GRH A -7- w w 0-10-10 W z W5X8 s w z Lc 4-0-12 11-114 -71 13-1111 9-5 1 4 6-12 1 4-7-14 6 3 1-1 L 11-10-5 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. (A)-CONTINUOUS_LATERAL-BRACING'EQUALLY-SPACED ON~ M�EMMSM IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00. OC, BC @ 72.00. OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. W2.5X4 -I,- W4X4 ,1�, 7-2-14 0-0 JACI o WOALT o WG.7A4 = WDA0 e W1.5X4 10 W1.5X4 in -0 7-1 3 3 + i 33-7 7 3 -0 3- -14 5-4 1 11 9 1 4--8 alp �j 2-3 Ul' I 11-4-3 _1_2-3-15 I40 IE 25-6-6 Over Supports R-970 - _ _ _ R-970 N=3.5"� m PLT TYP. Wave TPI -95 R Desi n Criteria: TPI STD CA - 1 - - F - IIcai,2%!• Ft 1 C7), C77 0 FZ —MARRING**TRUSSES REQUIRE EXTREME CARE IM FABRICATION. HANDLING. SHIPPING. INSTALLING AND BIACIIG. RIFER TO 811.91 MARKING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE IXSTITUfI, 517 O'O80rAI0 OR., SUITE E00. MAD1301. M1 S3119). FOR SATETY PRACTICES PRIOR TO PIIFORMIXG THESE FORCT101S. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACBED SIROCTUAAL FAREIS. BOTTDII CHORD SHALL MALI A PROPERLY ATTACHED RIGID CEILING. pW W,M TC LL 16.0 PSF TC DL 15.0 PSF REF�ii427-d -23380 DATE .•,11/03/99 DRW CAUSR427 99307039 . ••IMP00.TA8T•• FURIISB A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE EAGIIEIIED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILDIE TO BC DL 7.0 PSF ALPINE ,,,,,,��..��,,,,..,,tt Alpine �'�'•"• � 95828 a, Inc. BUILD TBE TRUSSES II CORFORHARCE PITO TPI; OR FABRICATING, NANDLIAG. SHIPPING, INSTALLING AND BRACING' OF TRUSSES. TRES DESIGN CONFORMS MITA APPLICABLE PROVISIOIS OF NDS (NATIONAL DESIGN IP[CIFICATION PUBLISHED IT THE AMERICAN FOREST AND PAPER ASSOCIATIOI) AND TPJ. ALPINE 10"ECTOAS ARE MAD( OF LOCA ASTM A657 GNRO GALV. STEEL, EXCEPT AS NOTED. APPLY CONNICTONS TO EACH FACE OF TRUSS, AID NILESS OTHERWISE LOCATED 01 TRIS DESIGN, POSITION CONNECTORS PEI DAAWIIIS 160 A•I. IRI Salt EAL 0 THIS ORArIe' INDICATES ACCEPTANCE 0► PROFESSIONAL EIGIR(I NIR6 COBPOREMfI FOR AHTLITYLFMTICILAREBUILDING 1SOTHETIE SPONSIB DESIGN IL[TT OF TIE Btlll0T16WN. THE 10[S 6RFRTY AND SEPE0. OF TNTS ANLIJTPI 1.1995 SECTION E. . a.10-aD02 Noy 03 199 9 i * �A CML %' '9J�or BC LL 0.0 PSF TOT. LD. 38.0 PSF CA -ENG AEB/GRH SEON - 185125 DUR. FAC. 1.25 FROM E. D SPACING 24.0" CHA-CHRIS CARTER /CHANEY - F-3 PIGGY TOP CHORD 2x6 DF -L J2 :T2 2x4 DF -L #1: BOT CHORD 2x4 DF -L i1 WEBS 20 DF -L Standard c� PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 110 PSF BC LIVE LOAD PER UBC. co N Q) C77 O H v A O a ta.. A W tx W W4X4 (A2) 13 W z W5X8 me z L"6 0 W z (� 4-6-6 +4-7 14 _(� 2-9 I r 4-6-6 12-3-15 4 jj 2-9- THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00' OC. BC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. W2.5X4 -0 W8X8 v W3XRHa Wl_5X4 H W4X4 F3 7-5-5 8-0-0 W1.5X4 01 W1.5X4 m -0-3 4-4-8 2-3-13 5 -0-3 4-2-12 2-9-15 11-4-3 a- d 21-2-8 4-5-14 -, `25-8-6 Over .2_Suppo.rt� R-1091 W -5.5• R-961 00 PLT TYP. Wave TPI -95 R Design Criteria: TPI(S1 —WARNING" TRUSSES REONIRE EXTREME CARE 11 FABRICATION. HANDLING. SHIPPIR6, INSTALLING AND plj BRACIR6. REFER TO NI6.91 lHAIrDl1RG INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE p7 INSTITUTE. 503 D? Fit ID 001.• SUITE 200. MADISON, NI S3719), FOR SAFETY PRACTICES PRIOR TO QS PER►ORHIR6 THESE FUNCTIONS. UNLISS OTHERWISE INDICATED. TOP CHORD SHALL MATE PROPERLY ATTACHED STRUCTUTAL FARELS. BOTSOR CHDRD SHALL NAVE A PROPERLY ATTACHED RIGID CEILING. ••1 NPORTANT-- ►/RHI SN A CO►Y OF TRIS DESIGN TO TAE INSTALLATION CONTRACTOR. ALPINE ENGINEERED c!� PRODUCTS. INC. SHALL NOT BE RESPONSIBLE fOa AMY DEVIATION FROM THIS DESIGN: ANY FAILURE TO A L P I N E BUILD THE TRUSSES 11 CONFORMANCE W1T1 TP(; 00. FABRICATING, RANOLING. SNIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED By TME AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE O CDUIECTORS ARE HAD[ Of 20GA ASTM A6S3 60.40 "Ll. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO '.T-. EACH FACE OF TRUSS, ASD UNLESS OTHEANISE LOCATED ON THIS 013161• POSITION CONNECTORS ►ER DRANINGS 160 A•1. THE SEAL 01 THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL EIUNEERIMG p, � 1ne A &ecmd Zb � RESPONSIBILITY SOLELT FDA TAE TRU35 COMPOREIT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS �"Y +cr�a�A959n CORP RENT FOR ART ►ARTICOLAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1.1595 SECTION E. 6%,p w, V• / , Ems. 0.30.2002 Nov 03 1999 CA - 1 - - F Sc Ft. TC LL 16.0 PSF REF R427--23382 TC DL 15.0 PSF DATE X11/03/99 BC OL 7.0 PSF 8C LL 0.0 PSF TOT.LO. 38.0 PSF DUR.FAC. 1.25 SPACING 24.0" DRIV CAUSR427 99307040 CA -ENG AEB/GWH SEON - 185155 FROM E.D (rARCHA-CHRIS CARTER /CHANEY F -3D DRAG/PIGGY/STEP 2.OK DRAG) TOP CHORD 2x6 DF -L #2 :T2 2x4 DF -L 41: BOT CHORD 2X4 DF -L 41 WEBS 2x4 DF -L Standard Cc) PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. ** THE MAXIMUM HORIZONTAL REACTION IS 1979.214 ** s� (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER rn -- - - - c--;10 PSF BC LIVE LOAD PER UBC. CA H U ,A A O rx A W . feu W W z W4X6 v THiS S10N5) SUBMITTED BY TRUSS MFR. aw— NON -WIND UPLIFT AT BRG X -LOC, Y -LOC): 0.00', 8.00'. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC e 24.00" OC, BC ® 72.00' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. TRUSS TRANSFERS 79.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. W3X4 -o W8X8 '!�- W 4 X 4 F3D 7-5-5 8-0-0 z w W5X8e W1.5X4 DI. W1.5X4 q�� tF 2-9-5 5-0-3 4-4-8 2-3 13 2-0-5 4-6 6 12-3-1514 2-9-5 5-0-3 11-4432-12 2 9 15 �:d_�5$� L IE 21-2-8 25-8-6 Over Supports 4-5-14 - R-1526/-383 W-5.5' _2 R-969 a� Rh -1979/-1979 0 gra t>o PLT TYP. Wave TPI -95 R Desi n Criteria: TPI STD CA - 1 - - F v SC � 5" Ft —YARNING— TRUSSES REOUTAE E11AEN[ CARE 11 FM0.7GTIOR, NANDl I16. SNIPPING, IPSTALLII6 AND OLD pj BRACING. IE/El 70 tlIB-91 (NA1Dt10i INSTALLING AND BAAClN6), PUBLISHED BY TPI (TRUSS PLATE _aOy. �i!y TC LL 16.0 PSF REQ R42- -23383 p� 11STITUT[. 503 D'ONOFRIO ON.. SPIT[ E00, MADISON. VI S3719). FOR SAFETY PRACTICES PRIOR TO Y'* C PElfOIN[A6 THES[ FUNCTIONS. DILE SS O7AE0.Y1SE INDICATED, TOP CHORD SHAH HAVE PROPERLY A7TACMEO Q TC DL 15.0 PSF DATE _' 11/03/99 �--, STRUCTOR►l PARE!S. BOTTOM CNOA0 SHALL HAVE A PROPERLY ATTACHED RIGID CE11100. "IMPORTANT— FURNISH A COPY 01 THIS DESIGN TO IN[ INSTALLATION COWTHACTOA. ALPINE ENGINEERED BC DL 7. 0 PSF DRN CAUSR427 99307041 cY� PRODUCTS, INC. SHALL NOT 0E AESPONSIBLE FOR MY DEVIATION IRON THIS DESIGN: AMT FAILURE TO BUIID THE TRtlif[f IN CONFORMANCE YITI TPI: OR FABRICATING. MMDIIHA, SNIPPING. INSTALLING AND NO ALPINE BRACING OF TRUSSES. THIS DES161 CONFORMS WITH APPLICABLE PROVISIONS Of IDS (NATIONAL DESIGN BC LL 0.0 PSF CA -ENG AEB/GWH SPECIFICATIOR PUBLISHED BY TNI AMERICAN FOREST AND PAPER ASSOCIATTOW) AND III. ALPINE O CONNECTORS ME MADE OF 206A ASTIR A653 SR40 QALY STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO * NO 03119997 TOT.LD. 38.0 PSF SEON - 185191 EACH FACE OF TRUSS, AND UNLESS OTNEANISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER ORA]III65 760 A-[. THE SEAL 01 THIS DRAWING INDICATES ACCEPTANCE OF P40FESSIONAL ENGINEERING CMI. TRUSS DESIGN SmOvd. TOE SUITABILITY AND RESPONSIBILITY SOLELY ECOMPONENT �,�P OUR. FAC . 1.25 FROM E . D � Se�aamml� q CA 91 COMPONENT101 ANYPARTICULAR001LOI G ISTHERESPONSIBILITY 0i THE BUILDING DESIGNER. PER THIS qF l ANSIJTFI 1.1995 SECTION 1. SPACING 24.0" GARCHA-CHRIS CARTER CHANEY - F-4 PIGGY TOP CHORD 2x6 DF -L #2 :T2 20 DF -L, #1: 80T CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard cl- 'LATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. Fs: IDEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. ca X10 PSF BC LIVE LOAD PER UBC. rn 0 z W2.5X4 B W2.5X4 ,0 H 3-9-11 o I 0 a o.. A w S=4 W1.5 w z z w w THIS DWG PREPARED FROM COMPUTER INPUT (LOADS B DIMENSIONS) SUBMITTED BY TRUSS MFR ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. (A)_SCAQ_BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE, SPECIES & GRADE OR BETTER. ATTACH WITH 10d NAILS @ 6' OC. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00" OC. BC @ 72.00" OC. RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. W7X6 ,,. W4X6 m W3X8 - W1.5X4 N W1.5X4 I 11-4-3 2-D 5 1 Q i 14-10-4 T 4-5-14 �1 I F � 19=4-22TOver 1--Supportsim R-735 W-3.5' __ R-735 PLT TYP. Wave TPI -95 R Desion Criteria: TPI STD I Olt CT d� O L W2. 5X4 7-5-5 -0-0 -0-0 ab a,ic —. •'WARMiMB" TOS9E5 REQUIRE WHERE CARE IB FABRICATION..f. F76 ICATIOf, RANDLIR6, SNIPPING, INSTALLING ARO BRACING. N[FEI TO :11.91 (HAIDLI06 INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE W, ti TC LL 16.0 PSF R E r R ] IElk )TOTE. SBS 0 UNCTION Ot., ISS O E00. MADISON. VI $S11CHO FOR SAFETY PRACTICES PRION TO _p�' TC DL 15. 0 PSF DATE 1 L(�Q 99< P[tFOtMIIO THESE FUNCTIONS. tlNLE55 OTNLIYI SE INDICATED. TOP CHORD SNAIL HAVE PROPERIi ATTACHED C ITIOCTDRAL PANELS, BOTTOR CHORD SMALL NAYS A PROPERLY ATTACHED RIGID CEILING. ••IMPORTANT•• FURNISH A COPY OF THIS DESIGN TO TAE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7, Q PSF DRW CAUSR027 99307049 PRODUCTS, INC. SMALL ROT 0E RE SPORSI BLE FO0. ANY DEVIATION FROM TRIS DESIGN: ANY FAIL URE TO IO 6 I No ALPINE BNAC/N6NOFTTHUSSSESESRI COTHIS DESIGNICOIFORIMSOVITRMAPPLICABLE PROVISIONSTINS. HANDLING, OFPPING. INSTAL NO$ (NATIORALIDESIGO BC LL 0.0 PSF CA -ENG AE 8/ GWH CORRECTORSPECIFICATS AREON PHADESH 0 BY OF IO6ATASIR MSS OREOE AMERICAN REST AND PAPER GALT. STEEL. EXCEPTASASSOCIATION) TPI. ALPINE APPLY CONNECTORS TO N r 03 1999 * TOT.LD. 38.0 PSF SEON - 185222 EAC) FACE OF TRUSS. AND OIIESf oTW[RVISE LOCATED OI THIS DESIGN. POSITION CORRECTORS PER e',. r,,�,,,�,�,I NANIIGS 160 A -t. TME SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGIREEIIN_G CMI. DUR.FAC. 1.25 FROM E.D ` � """�"" Pf " CONPOAISPOI[RTI: ORYMYLELY FOR PMIICOIAREB01lDI116TRUSS MlfOTI[TA[SPONSIBDESIGN HITT OF TRI BUILDING W THE IDESI6NERTT AND SEPE4 or TRI mcr � � 9S82R AIS.111. I. IA SECTION 1. SPACING 24.0' (CARCHA-CHRIS CARTER /CHANEY - F-50 DRAG/PIGGY/STEP 1.4K DRAG) TOP CHORD 2x6 DF -L SS :T2 2x4 DF -L #1: BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3,3. ri LIN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE ALL FLAT TC ca @ 24.00" OC, ALL BC @ 24.00" OC. N ori DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 0 z . V] E V A 0 . Fx A W LL THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ** THE MAXIMUM HORIZONTAL REACTION IS 1393.84# ** �(A)"SCAB BRACEr 80% -LENGTH -OF-WEB-MEMBER"SAME"SIZE-.-.- .SPECIES-&-GRADE OR BETTER. ATTACH WITH 10d -NAILS 0 6" OC 10 PSF-BC LIVE LOAD PER UBC. TRUSS TRANSFERS 48.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. W2.SX4 0 W2.5X4 --v 3X4 4% }=5D V-L'WSX6 1 . Ft. I W2X4(A1) o E� . 2.-5X4 Ea r� ,� w 6-0-0--� W1.5X4111 A� z 6 1-12 5-9-13 6-0-0 6-11-9 6-0 7 6-0-7 3 -� 10-11 3 -5 2-6-0 6-0-7 6-0-7 COL. 12-3-15 6-0-0 11-4-3 5-11-11 23-7-12 fe ti _ 29-7-12.0ver 2 Supports ~ R-1412 W-5.5" Rh -1394/-1394 R-866 W-3.5" 4�Ln O. PLT TYP. Wave TPI -5 R Desian Criteria: TPI STD D' CA "WARNING 7TRUSSES REOUINE E[iREME CACI 14 FABRICATION. HANDLING. SH1/PIRG, INSTALLING AND F Scale —.25 rn BRACING, REFER TO NIB -91 (NAMING IIS7ALLING AMD BRACING), PUBLISHED BT TPI (TRUSS PLATE �pT.O W,y � TC LL 16,0 PSF REF R427-=23385 CT 14171TUTE, 583 D'OHOFRIO OR., SUITE 200, MADISOV. NI 33719), rot SAFETY PRACTICES PRI04 TO PER FOINI tlO TH[S[ FUHCTIOIS. UNLESS OTHERWISE INDICATED, TOP CHORD SMALL HAVE PtOPERLY ATTACHED �� TC D L 1 5 . 0 PSF DATE 11/03/99 Q7 STRBCMAL PANELS, BOTTOM CHORD SMALL RATE A PAOPEALY ATTACHED RIGID CEILING. ~ ••INPORTAI/T-' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE (RGIIIERED BC DL 7.0 PSF DRW CAUSR427 99307042 .� PRODOCTS, INC. SMALL IDT BE RESPONSIBLE FOR ANY DEVIATION FROM TRIS DESIGN: ANY FAILURE TO ALPINE SG AID BRAC ND Of#WILD THE TTRUSSESUSSES t1 COTHIS DESIGNICONFORMS VITITH TPI: 09 AAPPLICABLE PROVISIONSBRICATING, HANDLING. OFADSG(RATIORALIOES 6I B C L L 0.0 PSF CA -ENG AE B / GWH SPICIFICAI ON PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. AL PIKE NO V 03 1999 C=)- CONNECTORS ARE HAD[ Of COSA ASTH A653 6R4D GALL. STEEL. ESC[PT AS NOTED. APPLY CONNECTORS TO * TOT. LD. 38.0 PSF SEAN - 185338 EACH FACE OF TRUSS. AID UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS ►ER e',, .,.i�..,,.,� p..,,V,.,.. .RAVINGS 160 A•1. THE SIAL ON THIS CRANING INDICATES ACCEPTANCE OF PROFESSIONAL INGIB[Et IV6 �. CMfy "'�� d"�"�""•zw`„"' �' COMPORESPCI(ITIFOR ALITY IYLPAN TICOLARFox EBUILDINGTRUSS �IS THE7RIWOISIBDESIGN ILITT Of THE BUILOIYG DESIGNER. PEN WN. THE SUITABILITY AND USE OfTV'S '9J�.� D�' DUN. FAC. 1 .25 FROM E.D 3Hv&ea30, CA 9Sa28 ANSIITPI I.199S SECTIOI 2, SPACING 24.0" i (CARCHA-CHRIS CARTER /CHANEY - F -6D DRAG/PIGGY/STEP 4.6K DI TOP CHORD 2x6 DF -L SS :T2 2x4 DF -L #1: BOT CHORD 2x4 DF -L #1 WEBS 2x4 OF -L Standard :W2 2x4 DF -L #1: PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. a.: (ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. Co _ oN,.(A)^SCAB BRACE. 80%'LENGTH OF WEB MEMBER, SAME SIZE, l rn SPECIES_&_GRADE OR BETTER. ATTACH WITH IOd`NAILS 0-6. OCI ' o 10 PSF BC LIVE LOAD PER UBC. W2.5X4 0 W8o 5r f E' f W2 o_ o3.. W6X6> W3X14 = Aa 5 w a C=3 W3X4(F1) p -0-0 w a WAYR F� THIS DWG PREPARED FROM COMPUTER INPUT (LOADS d DIMENSIONS) SUBMITTED BY TRUSS MFR. -1183# NON -WIND UPLIFT AT BRG (X -LOC, Y -LOC): 6.00', 10.311. ** THE MAXIMUM HORIZONTAL REACTION IS 4752.64# ** IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE ALL FLAT TC ® 24.00" OC, ALL BC 0 24.00. OC. MEETS L/240.00 LOAD. TRUSS TRANSFERS 156.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. W2.5X4 �o W1 -5X4 N 49 W4X6 T ��D +10-3-11 +9-0-0 3-91-11 1 W5X4m 29-7-12 Over 2 Supports R-2950/-1184 W-5.5' Rh -4753/-4153 R-1722/-777 W-3.5• cli ao PLT TYP. Wave TPI -95 R Design Criteria: TPI S' •YARNING•• TlUS5E5 REQUIRE EETREME CARE IN FABRICATION. HANDLING, SNIPPING, INSTALLING Atm CT BRACING. IE FEN TO BID -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE C7l IMSTITOT E. SBS O'OMOFRIO OR.. SUITE 200, HADISOB. NI 5)F19). FOR SAFE7T PRACTICES PRIOR TO C77 PERFORMING THESE FUNCT1013. UNLESS OTHERWISE INDICATED, TOP CHORD SMALL HAVE PROPERLY ATTACHED ---. STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY AT74CHED 41610 CEILING. ••INPORTAWT'•• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATIOR CONTRACTOR. ALPIRE ENGINEERED d; PRODUCTS, IHC. SHALL NOT BE RESPONSIBLE FOR ANT DEVIATION FROM THIS DESIGN: ANY FAILURE TO ALPINE BUILD TNF TRUSSES 11 COMFORMANCE WITH TPI; OR FABRICATING. HANDLING, SNIPPING, INSTALLING AND BRACING OF TOUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN .?� SPELIFICAT[01 PURL ISMED By THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE C=) CONNECTORS ARE MADE OF 2OGA ASTM A665 GRAD GAIT. STEEL, EICEPT AS NOTED. APPLY CONNECTORS TO EACH FACE Of TRUSS, AND UNLESS OTHERWISE LOCATED 01 THIS DESIGN, POSITION CORRECTORS PER ORANINSS 160 A•!. THE SEAL ON THIS OKAYING INDICATES ACCEPTANCE Of PROFESSIONAL EN61BEE4ING AlP= F" � uc RESP01fIBILITT FDL ELT FOR THE TROSS COMPOIENT DESIGN SHDYY. THC SUITABILITY AND USE OF THIS g,Hu�m -'CA "C8 COMPONENT FOR All PARTICULAR BUIIDINO 1S THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANfIFI►1 1.199S SECTION 2. IT 0 °> �g SCale -.18750"/Ft. DW.jP TC LL 16.0 PSF REF R427=-=23386 TC DL 15.0 PSF DATE 11/03/99 ✓ BC DL 7.0 PSF DRW CAUSR427 99307043 03 1999 * BC LL TOT.LD. 0.0 38.0 PSF PSF CA -ENG AEB/GWH SEQN - 185356 MM- OUR.FAC. 1.25 FROM E.0 SPACING 24.0" i I 0 N N 0 N C" C" O z ICARCHA-CHRIS CARTER /CHAN TOP CHORD 2X6 OF -L SS BOT CHORD 2x4 DF -L $1 WEBS 2x4 DF -L Standard F-7 STEP/HIP f8' PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7,3,3. IO PSF BC LIVE LOAD PER UBC. 10-6-14 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A OTNFNCTnuc1 111OUTTT[n — -- ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE ALL FLAT TC 0 24.00" OC, ALL BC Q 24.00' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W4X4 Ee er A 5 W6X6 a/ WU4 i W3X4 E9 W2.5X4 =m 1 w W3X10 s W2.5X4 a C-0 W3X4(F1) -o z W 1-6-0 fs. 8-7-3 9-8-15 X41Ee �12'.1 -29-7-12 Over-2�Supports- R-1540 W-5.5' R-812 W=3.5' w Note: All Plates Are W1.5X4 Except As Shown. Li; PLT TYP. Wave TPI -95 Desi n Criteria: TPI S' 1 ••YAgM1X6•• TRUSSES REQUIRE EtT11IME CARE IA FABRICATION, RANDLING. SHIPPING, 14STAILINq AND � BRACING. REFER TO KID -91 (NANOLIR6 INSTALLING AND GRACJE6), PUBLtSMEO BY TPI CT IAfT(iUTE, SBS D'OIOFR IO OR.. SUITE 200, HADI SON, yI 93)19), FOR SAFETY PRACTICES FAUPRIDRSS ATE CT PEIFORMIA6 THESE IONCTJ ONS. UNLESS OTXERYI SE INDICATED, TOP CUOMO SHALL NATE PROPEALT ATTACHED ^. fTRUCTRRAL PANELS, BOTTOM CHDRD SMALL MAT[ A PROPERLY ATTACRED RIGID CEILING. ••(NPORTART•• FUR RISE A COPY Of TRIS DESIGN TO HE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC, SHALL ROT BE RESPONSIBLE FOA ANY OEIIATION fAON iR[S DESIGN: ANY FAILURE TO ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SMIPPIN6, IRTTAII[YB AND BRACING Of TRUSSES. TRIS DESIGN CONFORMS WITH APPLICABLE PIC TILIOAS HI NDS .INSTALL OGS INN O SPECIFICATION PUBLISHED BY TOE AMERICAN FOREST AND PAPER ASSOC IATION) AMD TPI, ALPINE EACH FACE Of CONNECTORS ARE MADE OF 20GA ASH A653 OR40 GALT. STEEL, EICEPT AS NOTED. APPLY COANECTOAS TO z O1 WINGS 160 A-1. AIKEUSEAL SORT HISISE GRAVINGTIO INDICATESON,RACCEPTANCEDESIGN,DION OFTPROFEESSSIONALRENP IN GINEERING app__- ^..'.,,,CA 628 -I= RESPONSIBILITY SOLELY FDA T8E TRUSS COMMENT D[SIGN SHOWN. TAE SOITABIIITT AND USE OF THIS :-"'^,.".h CONPORENT FOR ANY PARTICULAR BVILOINS 1S TRE RESPONSIBILITY Of TBE BUILDING DESIGNER. PER ANSI/TPI 1.1999 LECTION G. 0 Nov N3 1999 F / 4-I4-4 �< A Fs CA/ -/1/-/-/-/F TC LL 16.0 PSF TC OL 15.0 PSF BC DL 7.0 PSF 8C LL 0.0 PSF TOT.LO-83 0 PSF OUR -FAC. 1.25 SPACING 24.0" scale -.1815"/Ft. REF R427--23478 DATE 11/03/99 DRW CAUSR427 99307017 CA -ENG /GWH I SEAN - 186531 FROM E.0 0 CV C7� C77 O z c.n i v E - ca 0 a A w 04 w W3X4(F1) o z IL:ILRGMA-CHRIS CARTER /CHANEY - F-8 STEP/HIP [14-S TOP CHORD 2x6 DF -L SS :T3 2x4 DF -L #1: BQT CHORD'2X4 OF -L j1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF SC LIVE LOAD PER UBC. W2.5X4 o THIS DWG PREPARED FROM COMPUTER INPUT ELOAnS it ntAtrucy-- - ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00. OC, BC @ 48.00" OC. RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. LIo v n _ z w z1.6-01— —6-0-0---,J 14-0-0 I IB 7-4-4 O L 6-0 0 Iis-a-z i 23-4-2 r 29-4-2 Over 2 Supports R-1524 W-5.5" R-805 � a . ✓� L�; PLT TYP. Wave TPI -95 1� ••NARNING-• TIIUSS[S R[001tE ESTtENE CARE IN FABRICATION. sicin NANO HANDL YG Criteria: SHI►Pej ci aeSIAuPNe AND BRACING. tfFIR TO bIB-01 (HANDLING IRSTAlLINB AND BRACING). PUBLISHED BY TPI p� IRSTITUTE, SBS D'OHO►RTO ON.. SUITE 100, MADISON, III SNG). FOR HEDSAF(TRUSS PLATE QO CES PRIOR To STRFOXIIINGUCTURAL TREE[ . BOTTOMS. UNLESS OTHERYISE INDICATED. TOP CHORD SHALL HAVEPROPERLYATTACHED ---. STRUCTURAL PANELS. BOTTOM A CNOGD SHALL NATE A PROPERLY ATTACHED RIGID CEILING T OF PRODUCTS% C. SNAIL INOTABTF'ORESPoilsio EDrat GNMY TDEYfAT10NLFRONNTYESTDESIGN: ALPINE FENGINEE ED �-; TO ANY A L P I N E BRAID THE TRUSSES IN CONFORMANCE NITS T OR FABRICATING, HANDLING, SNIPPING. INSTALLING AND BRACING Of TRUSSES. TRIS DESIGN COB►OtRS VETO APPLICABLE PROVISIONS OF RDS (RATIONAL DESIGN 9 SPECIFECATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) ARD T►I. AL►rtE C=) CONNECTORS ARE MADE OF TOGA ASTM A653 9440 GALT, STEEL, EXCEPT AS NOTED. APP/T CONNECTORS TO EACH FACE OF TRUSS. AND NRLESS OTHERNISI LOCATED ON THIS DESIGN, /OS[TION CObNECTCONORS ECT s.y.lill ��nEQDd I� RE pIS1NI465 LITV SOLELY FOREAL 01 PER INSTRUSS THIS CONFONERT DFSIGNTSROYH ACCEPTANCEE SUITABILITY ITT A D OSGIOFE INS .4BCq[O!p(4 `(,A BS COMPONENT rot ANY PARTICULAR BUILDING IS TEE tDESIGN[BILITT Of TOE SUITABIL DESIGNER, PER ANSI ITF1 1.1915 SECTION 1. CA -1 1 - -F pWW.hF TC LL 16.0 PSF TC DL 15.0 PSF BC OL 7.0 PSF 2 8C LL 0.0 PSF Nov 03 1999 TOT.LD. p PSF DUR.FAC. 1.25 SPACING 24.0' ��� Scale —.25" ,�, REF R427--2 479 DATE 11/03/9,' DR W CAUSR427 99307018 CA -ENG /GWH SEAN - 186524 FROM E.D IS CARTER /CHANEY - G-1 PIGGY/STEP+ TOP CHORD 2x6 DF -L SS :T3 2x4 OF -L #1: BOT CHORD 2x4 DF -L #1 I WEBS 2x4 OF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 10 PSF BC LIVE LOAD PER UBC. V .=J L7 O a A rsi w W3X4(Fl) T1 - THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00' OC, BC @ 48.00" OC. DEFLECTION MEETS L/240,00 LIVE AND L/180.00 TOTAL LOAD. RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. W2.SX4 v W9 RVA W2.SX4 8 X4 0 61 6-4-2 z w x 11 6 0-0-0-�1 cam.V 6-0-0 14 0-0 - 6 L� 23-4-2 13-0-0 2 •29=4"=2"OVer '2 `Supports R-1524 N-5 !S' - R-805 L;7; PLT TYP. Wave TPI -95 "YARNING•• Desi n Criteria: TPI TO 1701515 MEp01AF [ATREHI CAME IN FABRICATION, HANDLING. SMIppING. IHSTALlIN6 AIm BRACING, Mt$03 TO HIB•9l (HANDLING AND BRACING), PUBLISH[ TMSTOT07E, CA - 1 - - - F Scale -.?5"/Ft. ---� BT TPI 200.INSTMADISLLINGON. $BS p•OMOFR IO On.. SUITE t00, MADISON, Yl 17)19), FOR SAO PRACTICE50PRJORATO STRUCTURALRMINGC:n PANELESE .BOFUNCTTOM C OAl[SS OTNERMJSE INDICATED, TOP CHORD SHALL RATE PROPERLY ATTACHED STRUCTURAL PANICS, BOTTOM CAOA0 SMALL RAVE ��l,D YI( TC LL 16.0 PSF REF R427- -23480 A PROPERLY ATTACHED 91610 CEILIY6. COPY THE INSTALLATION •BUIL THE 0 TC DL 15.0 PSF DATE 11/03/99 -� T EgA��1�DTAB[RES►OMSIBIE FOR DEVIATIONLFROMMTHISTDESIGN: ALPINE FAILURETOENGINEERED BRACING Of TAOSIES. INSTALL ALPINE BUILD THE TRUSSES IH CONFORMANCE PITY Tpt; oft FABRICATING. HANDLING, SNIPpIHO, INSTALLING BC DL 7,0 PSF DRW CAUSR427 99307019 O AND THIS DESIGN CONFORMS NIiN APPLICABLE PROMIStONS OF HDf (N 6P[CIFICATION ►18LIDES ION SHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) i� B C LL 0. O PSF '7--. LnF�n��ppph ARE OF Ago TPI. ALPINE EACH FACESOf TRUSS. AMO UUNLESS OTHERWISE ASTH A6§2 ALOCATED ONETOTS EDESI6 ,XCEPT .POSITION CO HECTORSNOTED. APPLY NPER RS TO OAAVIHBS 160 A-1. THE SEAL OM TRIS DAAVIH6 INDICATES ACCWN .EPTANCE Of PROFESSIONAL ENGINEERING ` COMPONENTIFOR AMYLITV LPARTICULARELY FOR ETRUSS BUILDING ISOTNETDES, G SHRESPONSIBILITY OF THE BUILDING DESIGNETiff SUITABIL171 AID R. EP EF THIS AMSIJTPI 1.1995 SECTION t. ♦ HDV 03 1999 * � NIS- �p�.►F� TOT. LD. OUR .FAC SPACING 38, O PSF , 1.25 24.0" CA -ENG /G WH SEAN - 186512 FROM E , D ARCHA-CHRIS CARTER /CHANEY - G-2 PIGGY TOP CHORD 2x6 DF -L SS :T3 2x4 DF -L #1: BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NOS -97 TABLE 7.3.3. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. 9-10-14 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONSI SIIRN/TTFn My T.11— urn ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. t (A). CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. ` IN -LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC v @ 24.00. OC, BC @ 48.00" OC. RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. W3X4(F1) a 11-6-0 -am 6-0-0� W1. 5X4 N 41.5X4 nl W1.5X4 IA 14-0-02-7-1a 6-0-0 13-0-0 23-7-14 —2971-.14 Over 2,Supports-_ R-1540 W-5.5` R-813 W-3.5" Note: All Plates Are W2.5X4 Except As Shown. PLT TYP. Wave TPI -95 C" C+i ALPINE 0 SNitammtq CA teria: TPI(S OIACIKG. R[FF1 TO HIN-91 DI.. INSTALLING AMO 81XC1I610 MVLING 1UBL ISR[D BT TPI 1RSTAl If IG AND TE INSTITU7E. S03 O'OIOFRIO D0.., SUIT[ 900, MADISON, NI 67119), FOR SAFETY PRACTICESDPRIOR ATO 'INFORMING TRITE FUNCTIONS. 64LESS OTHERWISE INDICATED. TOP CHORD SHALL ATE PROrEALY ATTACHED "IMPORTANT-- STRUCTURAL rusNiSMS. DA COPYDOFNALL THISMAVE A DESIGNPTO THEATTACHEDRIGID RIGIDHCEACTOR.ILING. ALPINE ENGINEERED P4005CTT. INC. SMALL IDT Of RESPONS18LI FDA ANT DE Y IATIDN FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IM COKFORHANCE WITH TPI; 00. FABRICATING, HANDLING, SNIPPING, INSTALLING AND 80.AC116 Of TRUSSES. TN12 DESIGN CO/i00.Mt VITA APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN CONSPECIFICATION PUBLISHED tY i1f AMERICAN ►OAtST AND PAPER ASSOCIATION) AID TPI. ALPINE EACH[FACE ARE HAS[ OF 90GA ASTM 4653 6810 GALT. STEEL. EXCEPT AS NOTED. APPLY CONNECTOAS TO EACH FAC[ OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION MRKECTORS PEI OAAWINGS 160 A -t. THE SEAL ON THIS CRANING INDICATES ACCEPTANCE OF PROFESSIONAL INGIREIRING RESPONS16ILITY SOLELY FOR THE TRUSS COMPOMEIT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANT PARTICULAR BUILDING 1S THE RESPONSIBILITY OF TRE 801LDING DESIGNER. PER MSI/TPI 1.1595 SECTION Z. 4& 246 ,01�j Q <5 'Co", 62- 4& Z Scale 1875'/Ft REF' R427--23481 DATE 11/03/99 DRW CAUSR427 99307020 CA -ENG /GWH SEpN - 186519 FROM E.0 CA - 1 - - F pVD W y p TC LL 16.0 PSF TC OL 15.0 PSF 5 BC DL 7.0 PSF ENP BC LL 0.0 PSF Nov 03 1999 >r TOT.LO. 38.0 PSF 4 V DUR.FAC. 1.25 SPACING 24.0 - 62- 4& Z Scale 1875'/Ft REF' R427--23481 DATE 11/03/99 DRW CAUSR427 99307020 CA -ENG /GWH SEpN - 186519 FROM E.0 I C=" N c.o in. 0 N C711 C=,JoI O z (GARCHA-CHRIS CARTER /CHANEY - G-3 PIGGY/STEP+) TOP CHORD 2x6 OF -L #2 :T2 2x4 DF -L #1: :T3 2x6 DF -L SS: BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard :W7 2x4 DF -L #1: PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 10 PSF BC LIVE LOAD PER UBC. W2.5X4 o THIS DWG PREPARED FROM COMPUTER INPUT (LOADS R nIMrUC1nmc% . (A)_CONTINUOUS'LATERAL- _ BRACING EQUALLY SPACED oN'MEMBER. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00' OC, BC @ 48.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. W2.5X4 o WAYA W2.5X4 Ll W a zW1.5X4 M W3X8 a WT-SYd m t.� z . W W3X4 z 7-6-6 13-0-0 3 X 4 G3 9-10-14 W1.5X4 M 18-0-0 4-/-14 �. ___ 5-2-4 A.- 23-2-4 Over 2 Supports R-881 R-881 W-3,5' C" PLT TYP. Have TPI -95 Design Criteria: TPI S1 -MARNINO• TRUSSES REQUIRE FITAIRE CAR[ 1N FABRICATION, NAt101IR6, S-IP►lR6, 1MSTALL IR6 AND 07 OBACIR6. REFER TO tl18•P1 (NANDLIN- INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE IRSTITUi[, 587 D'0-OiR10 DR., SUITE E00. MADISON, YI 65710), FOR SAFfiT PRACTICES PRIOR (0 CT STRUCTURALORMING TNESE FUNCTIONS. NAL[SS OTNFRNISE INDICATED, TOP CpOND SRALI NAPE PROPERLY ATTACK CT STRUCTURAL PANELS.FU BOTTOM CUORD SMALL WYE A PROPERLY ATTACHED RIGID CEIL IN6. ---. ••]IIPORTANT•• FtlRRI SN A COPY Of THIS DESIGN TO TR INSTALLATION t08 T -ACTOR. ALPINE ENGINEERED .� PRODUCTS, 1-t, SHALL NOT Of RESPONSIBLE FOR ANY of FROM THIS BACTODESIGR; ANY FAILURE TO ALPINE OUIID THE TRUSSES IN CON►04AABC[ YITp TPI: 0R FAB -1 CATI NG, MANOl116, SNIPPIRG, ItlSTALLIN6 AID BRACING 0► TRUSSES, TM IS OESI G- CONFORMS YITN APPLICABLE PppN1S1i8' Of NOf (NATIONAL DESIGN .'' SPECIFICATION PURI ISMEO BY T0[ AMERICAN FOREST AND ►AP E0. Ass "CE ION) AN TPI. ALPINE CONNECTORS AAF MAO[ OF [DGR ASTM A6S7 GR{0 GAL\. Si(fl, EltE►T AS NOT(D. APPLY CDtlNECTOgS TO .� EACN FAtE OF 1ROSS. AND UNLESS OTX[R. IE LOCATED ON TNft OFS16N, POST TIO- CONIECi0R5 PER ORAYIN65 180 A•1, TNf S(Al OR TNIS ORAtlIM6 1-D1CAT[S ACCEPTANtt OF PROfESS10-AI , ERG INEERIAG Alpine P�ginpapd p)o�� R[SPOYSIBILITY SOIEIF '011 THE TRUSS COIVONENi 0[5168 StlOtlN. TNI SO..1111, AND USE Of TNIS SBgBmea[q C:1 95828 COMPON[IR FOR ANT ►ARTICULAR B01 L01 -G 15 THE RESPONf IB IL IfY OF THE OU ILDIAC Of SI6NER, PER A-SI/TP( 1.1995 S[CT10N 1. w Nov 03 1999 CA - 1 - - - F TC LL 16.0 PSF TC DL 15.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 38.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale -.25&/Ft, REF R427--23482 DATE 11/03/99 DR W SR427 99307021 CA -ENG /GWH SEAN - 186505 FROM E.D 0 N CMD — C=; z I (CARCHA-CHRIS CARTER /CIIANEY - G-41) DRAG/PIGGY TOP CHORD 2x6 DF -L #2 BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard :W3 2x4 OF -L #1: 5.2K DRAG) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTFO RY 701KC ALFD PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. ***LOADING ON THIS TRUSS CALCULATED BY TRUSS FABRICATOR*** -1257 ON -WIND UPLIFT AT BRG (X -LOC, Y -LOC): 0.00', 8.00'. REACTIONS R & R3 ARE FOR #1 CALIFORNIA HIP AND #3 CALIFORNIA HIP RESPECTIVELY. W3X60 W2. 5X4 is ** THE MAXIMUM HORIZONTAL REACTION IS 5078.87# ** i (A) SCAB BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE, SPECIES & GRAOE OR BETTER: ATTACH WITH 10d NAILS @ 6' OC.; DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. TRUSS TRANSFERS 151.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORTS) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. W5X8 Ea W2.5X4 4� W4X 6 -%- WSX8(B1) ra W3X8 a W1 -5X4 M W7X8 s W6X8 a W3X14 m W1. 5X4 M W3X10 W2X4 6yb 9-10-14 0-10�/, 14-0-0 13-0-0 I 7-6-6 1` 1, _ 34-6-6 _Over 2 -Supports R-2789/-1257 W-5.5' Rh -5079/-5079 R-2122/-615 PLT TYP. Wave TPI - C77 C!� C"7 ALPINE ^'YmeII� OCtS, IDC. SaQm>ea1 CA 93828 "MAIMING•• TROSSES -91RIDSIRE EATRENf CARE IN fABAICAT10N,Des NAODLIOG Criteria: SHIPPIING, 1NSTAILI G ANDTD BAACI NG. REFER TO NIB•PI (MASOL ING INSTALLING ANO BRACING), PUBLISHED CA BT TPI (MOSS PLATE INSTITUTE. SBS 0FUNCTIONAID DR.. SUITE OTHERWISE MADISON, YI SSII P), FOR SAFETY PRACTICIS PRIOR TO STRUCTURAL TRESS FUNCTIONS. UNLESS INDICATED. TOP CH AD SHALL HAVE PROPERLY ATTACHED STRUCTURAL ►ANFLA, BOTTOM t W. TC L L 16.0 PSF SHALL A CHORD SHALL tlAYE A PROPERLY ATTACHED AIG1D CEILING. FURN1PRODUCTS.I INOT TC DL 15.0 PSF SH ABERESPONSIBL[COPY Of THIS OFOR GNANY TO THE TION C, SMALL NTHIS SESIGN; ETO OUT DEVIAFROM AN IAEIAILUNE TRUSSES CONFORMANCETING. MAXDLIRO. BC DL 7. 0 PSF RA AC/AGRE Of TRUSSES. DESIGNICONFORMS WITH APPPLICABLE PROVISIONSOfPQDS G(NATIONAL INSTAILING AND SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. 02 BC LL 0.0 PSF ALIVE CONAECTORS AAE MAGE OF tOGA ASTM A657 6At0 GALT. STEEL, EAC(PT AS gOTEO. APPLI tOftECTOR6 TD EACR FACE OF TRUSS. ANO ONLESS OTHERWISE LOCATED ON iHES DESIGN, POSITION COMNECT04S OQAYINGS 1k NOV 03 1 999 # TOT 38.0 P S F PEQ 160 A•I. TA[ SIAL ON THIS DRAMING INDICATES ACC[PTANCE OF PROFESS IORAI (AGI N[ERI16 QE SPOASIBILITY SOI ELY FOA TME TRUST COMPONFAT DESIGN -LD. ,e l C�` SHOWN. THE SOI TABU ITY ANO USE OF THIS COIIPOV[NT fOp ANT P.WTICOILL BOILDIN6 IS THE l[SIORSIBILITY OF TAE BUILOIYC OLSIONER, P4 AesrfTP, 1-I►PF sfrnD. c. DUR, FAC, 1.25 Ai�LA�— SPACING 24.0" _scale —.1875"/Ft, REF R427--23483 DATE 11/03/99 DRW CAUSR427 99307022 CA -ENG /GWH SEON - 186724 FROM E.D N cro 0 N QJ C7,j O z (CARCHA-CHRIS CARTER /CHANEY - G-5 PIGGY TOP CHORD 2x6 DF -L #2 BOT CHORD 2x4 DF -L #1 WE 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 110 PSF BC LIVE LOAD PER UBC. E-+ V G7 O feu A W a z W4X4(A2) INS z W w 1-6.0 z W5X8 W04 W04 Z W2.5X4 Es W5X8 W1.5X4 11 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED 8Y TRUSS MR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. jA)—SCAB BRACE--80%-LENGTH OF WEB MEMBER. SAME SIZE, ----T SPECIES &-GRADE OR BETTER. ATTACH WITH 10d NAILS @.-6.`0 DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W3X8 Es W2.5X4 0 W3X6 ,s. 14-0-0 Q 13-0-0 1 1-6-6 I34-6-6 Over 2 Supports 55' R-1425 W -. R-1298 a �r Li-; PLT TYP. Wave TPI - 1 rn C7) C7] C•7 ALPINE O z ••MANNING•• TRU35[S pEOOIRE III SIREME CARE 11 FAB0.ICATIOt a HANDLIING. SHIPPING. INSTALLPING AND INSTINO.TUT Rt5IA TO AND DANCING). IUBIISMED (..HOLING [INSTtoo. CA/ -/J/-/-- F Scale —,1875" Ft 10FRIO BY Try (T11 Pt INSTITUTE. SIJ 0.ONO►l1O UN.. SUITE too. MADISON, Yl S]T19/, fOR 511FETV PRACTICES PRIOR TO MADISON. 53119 PERfDRMING THESE FUNCTIONS, UNLESS OTREANISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTUNAL PANELS, p�,4 W,t- TC LL 7� 16.0 PSF REF R427- -23484 BOTTOM CHORD $MAEL THISRATEDES A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT--Ism COPY OFOf P� IOEVIAIIONTALLFROANTHIS TC DL 15.0 PSF DATE 11/03/99 DUCTS. INC. SHALL GOTARESPONSIBLE TORGNANT DESIGN; AARyREFAILUREENGINEERED ONILD THE TRUSSES lA CONFORMANCE NITN TPI; OR FABRICATING, HANDLING. SHIPPING. BRACING N 6 B C OL 7.0 PSF DRW CAUSR427 99307030 INSTALLING AM OF TRUSSES. THIS DESIGN CONFOANS WITH APPLICABLI PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED Of Tel AMERICAN FOREST AND PAPER ASSOCIATION) BC LL 0.0 PSF AND, DI. ,ALPINE CONNECTORS ARE HARE OF tOGA ASTM A653 GRAD GALY. STEEL, INCEPT AS NOTED APPLT CONAECTDAS TO EACH E16O M6Ttl3[ALLESS * NO 03 1999 * CA -ENG /GWH A-ZSS, ON ThISID0.AYINGLOCATED [HDICATES.0CE►1ANtPOSITOF PRO►ESSIONAIAfBGIRt(RIN6 RESPOtf 1OIl1TV SOLELY FOR THE TRUSS COMPONENT DESIGN TOT. LO. �q� CIVn' 38.0 PSF SEON - 186653 SHOYH. THE SUITABILITY AND US[ OF iNIS COMPONENT FOR ANT PARTICULAR BUILDING IS THE RESPONSIBILITY DUR.FAC. 1.25 FROM OF THF BUILDING DESIGNER. ANSI/TPI 1-1995 SECTION 2.I PEA E. D —240- SPACING C=) N C7) n: (CARCHA-CHRIS CARTER /CHANEY - G-6 HIP (12' TOP CHORD 2x6 DF -L #2 BOT CHORD 2x4 DF -L #1 WEBS 2x4 OF -L Standard IPLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. W2.5X4 0 W3X4,0 W2.5X4 E-.; THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SIIAMITTFM RV TO11CC nl rR ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. (A)"COnTINUOUS LATERAL,BRACING EQUALLY -SPACED ON'MENBER. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W3X8a- W2.5X4 m W2.5X4 0 8 W5X4 % G c v 8 (A) ( )� �(A) ca C=> 4-10-10 Na a W1.5X4 IB W3X8= W2.5X4 a W1.5X4 W W2.5X4 W3X8 0'' b 4 zW4X4 (A2) o G* w W3X6 E3 z r� w q � r 6,0Alw Q Lam— 12-0-0 I 17-0-0 I 5 6-6 I 134-6-6 Over 2-SupporEs, R-1425 W-5.5" R-1298 ri A if Ln PLT TMP. Wave TPI -95 Design Criteria: TPI C7j -(STD •YARNING`• TRUSSES REQUIRE EITREN[ CARE IN FABRICATION. HANDLING, SNIPPING, INSTALLING AAD BRACING. REFER 70 H11.91 (MANGLING INSTALLING AND BRACING), PUPLI54ED CA - 1 - - - F rn C7) BY TPI (TRUSS FLAT! INSTITUTE, SBS D OIIOFRIO DN., SUITE t00, MADISON, WI $3719)• FON SAFETY PRACTICES PRIOR TO PERFOINtIS THESE FUNCTIONS. BNLESS OTHERWISE INDICATED, TOP CHORD SMALL NAVE PROPERLY ATTACHED STRICTINAL pLD W, hits �'OC_ TC L L 1 6 , 0 PSF .--. PANELS, B07TOM CAORD SMALL HAVE A PROPERLY ATTACHED RICH) CEILING, TC DL 15.0 PS F c• i IMPORTANT-• FURNISH A CO►T OF THIS O[SIGI TO TAE INSTALLATION CONTRACTOR. ALPINE ERGINIIII PRODUCTS. INC. SRAM NOT IE RESPONSIBLE FOR ANY DEVIATION FROM TRIS DESIGN; ANY FAILURE To BC DL 7.0 PSF A L P I N E BUIlO THE TRUSSES 11 CONFORMANCE WITH TPI; OR FABRICATING, RANKING, SMTPPING. INSTALLIAG AND BAACING OF TRUSSES, THIS DESIGN CONFORMS PITY APPLICABLE PROVISIONS .? O 0► NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED OT TIE AMERICAN FOREST AND PAP[q ASSOCIATION) AND TPI. ALPINE MAD[ OF RUGA ASTM A653M(RW 6JO*m B C L L 0. 0 PSF AIS 4,,,� Ptoducfd, 3aLmmmto'CA959M ERINfFACEf F T SE GALT. STEEL. EXCEPT AS NOTED. APPLY CONNEC70RN TO EACH FACE OF TRUSS, AND UNLESS OTH(RYIS[ LOCATED ON TOIS DESIGN. POSITION CONNECTORS PER ' DRAWIMSS ISO A.I. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE 0► PNOf ESS10NAL ENCINEERIRG RCOMPONEITESPO IFORTASOLPARTIELY CULANEBUIlD110TRBSS 01S0THE gESPO,S(BIIITT OF ME BOILDIWOSUITABILITY DESIGMER PER nit MS1/TF11 !.Offs SECTION t.CAP # NOY 03 1999 * CML 9�. TOT. LD. 38.0 PSF D�IR .FAC. 1 .2 5 SPACING 24.0" 8-6-14 Scale -.1875"/Ft REF R427--23485 DATE 11/03/99 D RW CAUSR427 99307031 CA -ENG /GWH SEQN - 186572 FROM E.0 (GARCHA-CHRIS CARTER /CHANEY - G -7D DRAG/HIP [l0'SB] 1.5K DR TOP CHORD 2x6 DF -L 42 C=) BOT CHORD 20 OF -L $l WEBS 2x4 DF -L Standard 0 : PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. a. I***LOADING ON THIS TRUSS CALCULATED BY TRUSS FABRICATOR*** 0 `'t -4344 NON -WIND UPLIFT AT BRIG (X -LOC, Y -LOC): 0.001, 8.00'. rn rn 0 z WH4 ia W2.5X4 0 W3X4 W2.5X4 0, Cl] E� 8 I— r A (A)' A. to C-1 w W1.5X4 8 / W3X4 = V=3 W4X6,(1) fa �- z BW3X8 e W3X48 c7 z w THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMFNSInuc% CUOui„­ ** THE MAXIMUM HORIZONTAL REACTION IS 1574.294 ** ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. ..(A) -SCAB BRACE. 80X LENGTH OF WEB MEMBER: SAME SIZE,—, SPECIES B GRADE OR BETTER. ATTACH.WITH.1Od_NAILS_@�6'_OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. TRUSS TRANSFERS 40.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATE�DIAPH�RAGMNDCONNECTIONS ARE TO BE DESIGNED BY ENGINEER W3X81a W2.5X4 = W2.5X4 W5 X6 � W2.5X4 -( B W3X4 i 7-2-14 2-0-14 W3X6 8 W2.5X4 W3X8 is W3`X�4� W1.5X4 10 % �f z 0-6-0 cl,11- 2-12--�! 10-0-0 ¢JAJ ( 7-9-0 I R 38-9-0 Over 3 Su PPorts R-799/-434 W-5.5• Rh - -15 74 R-17621 W-5.5 ' f w R-954 W-3.5” rl Ln PLT TBP. Wave TPI -95 •11111IMB•• In Criteria: TPI STD ( 07 TIIis!E RCOUI0.E 11lR qE CANE 11 FABRICATION. HANDLING, SRIPPlNG, 1NSTAtLIN6 AND BRACING. ttf[R TO NIB -91 (NA10liR6 INSTALLING AND BAACIAG), PUBLISHED CAI -111 -1 -1 -IF C3131 CT .--. BT Tpl STITUTI. SN] DFUNDFNIOCTION OA., f01Tf x00. HAD150N, tll S]719), FOR SAFETY PRACTICE SUP t1 OR TO PERFUMING TgESF FUNCTIONS. UNLESS OTYEtY ESI INDICATED• TOP CA010 SHALL HAVE PROPERLY ATTACHED BOTTOM �.D W, 6 O y TC L L 16. 0 PSF SHALL A, 'TRUCTURAL IMPORTANT �AELFURNIS ATTACIED COPY 1 C DL 15.0 PSF c_ -s OrTAISAAll DESIGNPTOPTOETIASULLATIONGID COACEILING.TRAC7DR. ALPINE ENGINEERED PRODUCTS, IRC. SMALL NOT BE RESPONSIBLE PON "J MY DEVIATION Flom THIS DESIGN: Air FAILURE TO BRACING INSTAL ALPINE BOILD THE MUSSES IA CONFORMANCE 1171 TPI: OR FABRICATING, HANDLING. SNIPPING. INSTALlTN6 MO OF TRUSSES. THIS DESIGN C0IFORNS WITH APPLICABLE PROVISIONS BC DL 7.0 PSF FI OF YDS (NATIONAL DESIGN SPECIFICATION ►UBLISMto BT THE AMERICAN FOREST 410 PAPER ASSOCIATION) MD TPI. ALfIN( CONNEttORS ARE MAOI OF IOpA ASTM MASS GRAD GAIL. 8�0,2p02 8C LL 0.0 PSF STEEL, ffCEPT ASYDTLD. APPLY C011[CTORS 70 [A[N FACE DF TRUSS, AND UNLESS 07NERYI SE LOCATED ON THIS OE31GN, POSITIOY CONNECTORS PER EllowOtAYI RGI ILO A.I. THE SERI On THIS WAYIRi INDICATES ACCEPTANCE DESIGN SHOWN. THE OF ►ROFESSIOAAL EYGINEEAING COM,D/EYt =d ProdUCa. I= RESP IFOR 3 SLITY ECTION tLARELY rat EBOILD ING ItTRUSS OTI[TRESfOBSIB II ITB 0/ THE MUILOINCOrTABILIDESIGNFRTY AND SE/EOF R THIS •9NCts01lDI0, CA 95878 AlSijiPI 1.5995 SECTION E. f Noy 0 3 1999 * q� -�C CM OF TUT • L D . 3B . 0 PSF OUR . FAC . 1 , 2 5 SPACING 24.0" Scale -.1875-/Ft REF R427--23486 DATE 11/03/99 DR W CAUSR427 99307023 CA -ENG /GWH SEAN - 186884 FROM E.0 0 Cli 0 rn 0 z cm (CARCHA-CHRIS CARTER HANEY - G-8 HIP TOP CHORD 2x6 OF -L #2 :T2. T3 2x4 DF -L1: BOT CHORD 2X4 DF -L f1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 10 PSF BC LIVE LOAD PER UBC. W3X6 m THIS ONG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SIIRMITTFn Qv TDltee urn ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. (A) SCAB BRACE. -80X -LENGTH OF WEB MEMBER. SAME srm SPECIES -A GRADE OR BETTER7-ATTACH-WITH--10d NAILS-(4_6LOC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 6U T5-10-14 3-4-14 V 1 1 -A - anv r ' ' ; W3X6 as W3X8 is ' UW(Al) ® W3X8 E3 W1.5X4 8 Wi;v5X4 u -6•o 13-2-12 !� �•h. 8-0-0e 25-0-0 3-9:9is� �0 fE 36-9-0 Over 3 Supports R-413 W-5.5' R-1679 W-5.5' R-861 W-3.5' � dI Note: All Plates Are W2.5X4 Except As Shown. PLT TYP. Wave TPI -95 Design Criteria: TPI STD ^WARIIMG•• TRUSSES REQUIRE EXTREME CME 11 FABRICATION, NANOIING. SXIPPIMG, 1RSTALIitN AND CA - 1 - - - F Scale -. 1 8 7 5 F t BRACIg6. AFf[R TO RII.91 (HANDLING IISTALLINS AND BNACIRE), PUBLISHED BY TP1 (TRUSS PLAT[ ptD IN. TC LL 16.0 PSF REF Rd27--23487 U73 IR STI ME, 563 D'ONOFRIO OR., SUIT[ E00. MADISOt, WI 57119). FOR SAFETY PRACTICES PRIOR. TO 7 C7 IERFd11111G iRES[ ►Ottt10RS. OILE55 OTH[Ry1SE INDICATED• TOP CHORD SHALL HAVE PIOPERLV ATTACHED TC DL 15.0 PSF DATE 11/03/99 ---. PANELS• BOTTOM CHORD SHALL MAT[ A PROPERLY ATTACHED RIGID CEILING. .STRUCTURAL•JWPORTART•• FINNISH A COPT or THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED C i PRODUCTS. INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; AMT FAILURE TO BC DL 7.0 PSFFDRW CAUSR427 99307024 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; 0R FABRICATING, HANDLING, SHIPPING• INSTALLING AILD BRACING OF TRUSSES. THIS DESIGN CORFORHS 01TW APPLICABLE PROVISIONS OF ROS (NATIONAL DESIGN "04D02 BC LL 0.0 PSF -ENG / GWH 1� SPECIFICATION PUBLISHED 6Y THE AMERICAN FOREST AIM PAPER ASSOCIAT101) AND TPI. ALPINE o CORRECTORS ARE MAO[ Of EOGA AST" A653 SEGO GALE. STEEL. EXCEPT AS OSITI APPLY COINECTOtS TO Now 03 1999 * TOT.LD. 38,0 PSF SEQN - 186850 .'�-. EACH iAtE Of TRUSS• AID OSI ESS OTHfAYISE LOCATED OI TN15 DESI01, PDSIiIOS CONNECTORS PER DRAWINGS 160 A.I. TN[ SEAL 01 TILS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING � CeMd 1 COMPONENT IFOR ANY LITY LPARTICULAR ELY FOR EBUILDING IS THE RESPOTRUSS CONPOREFT NSIBILITY OF THE BUILDINGN. THE ESiGiIETY Up R USE OF T115 �' D U R . FAC. 1 . 25 FROM E - D 9aatf>ne>r4gCA93a28 ANSIFTPI 1-1995 SECTION t. op SPACING 24.0' 0 cli N Fl. C=)- N is 0 z RCHA-CHRIS CARTER /CHANEY - G-9 MONO/HIP [6'SB] [1 -PL TOP CHORD 2x6 DF -L #2 BOT CHORD 2X4 DF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 10 PSF BC LIVE LOAD PER UBC. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0. OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 4.00 FT TO FLAT TC. ATTACH 2x4 -LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33). OR ONG. CD110. SUPPORT HIP RAFTER WITH CRIPPLES AT 05-07-14 OC. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED RY TRIKt, NFD ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. (A) SCAB --BRACE'. 80% LENGTH Of WEB MEMBER, -SAME -SIZE—, 1 _SPECIES & GRADE OR BETTER". ATTACH WITH 10d NAILS @-6 ;OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. #1 HIP SUPPORTS 06-00-00 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED, BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. REACTIONS R & R3 ARE FOR ¢1 CALIFORNIA HIP AND #3 CALIFORNIA HIP RESPECTIVELY. I WSX4 W5X8 W3X4 = W3X8 0 W4X6 - H V A B r - o A w � W2.5X4Ga W3X8 W1 -5X4 N W W3X4(A1) ta W3X8 z z W3X6 e W G9 W2. 5X4 Ia W4X4 a W1 .5X4 m 1 4-0-4 4-6-14 (A) �' W4X4 W2.5X4 = W4X4`��� 4 5yk� 15-2-1228-9-0 y pYQl Y I Na 34-9-0 Over 3 Supports ,yams R-920 W-5.5" R-3592 W-5.5" R-1469 N-3.5" a R3-437 R3-1305 R3-527 '- Cn In PLT TYP. Wave TPI -95 Desi n Criteria: TPI STD pj •B YARNG. I TIUSSES REOOIRE ERTIENE CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. RIFER TO AIB•91 (RANKING INSTALLING AND BRACING). POOLISNED W� CA - 1 - - - F Q� p7 BY TPI (TRUSS PLATE 11STITUTE. SW D•ONOFRIO OR.. SUITE 200• MADISON, At 537191. FOR SAFETY PRACTICES PRIOR TO 'INFOtNIAG THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SMALL IA►E PROPERLY ATTACHED � Qyr W y TC L L 16.0 P S F �--. STRNCTWRAL PANELS. BOTTOM CHORD SRAM HAVE A PROPERLY ATTACHED RIGID CEILING. 'C TC D L 15.0 PSF C+j "IMPORTANT•• FURNISH A COP) OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEEREO F40DNCT5, IAC. SNAIL NOT NE RESPONSIBLE FOR ANT O[WIAT102 FROM THIS DISJGI; ANY FAILURE 10 BC DL 7.6. PSF A L P I N E BU1. TIE TRUSSES IN CONFORMANCE KITH TPI: OR FABRICATING, HANDLING. SHIPPItG. INSTALLING AND GRACING OF TIOSSES. THIS DESIGN CONFORMS MYTH APFLICAOLE PROVISIONS Of IDS (NATIONAL DESIGN 8.80-2002 BC LL C� CONNECTORSspiciricAIFOREST AND PAPER PHHAD BY TA57H PI. ALPINE Ali. TAPPLY 0.0 PSF AV,,,m ` ARE E OFEO20UA653 G440 Say. STEEL. EAMERICAN XCEPT AS ADIEUCONNECTORS TO [ACX FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON IRIS 11 DESIGN, POSITION CONNECTORS PER ,,,,L,,,,M,, Er RESPONIRA SIBILITY SOLELYTFORST E TB SSEAL 01 ICOMPONENT DESIGNTSNOWN.EPTAi E SUITABILITYONAL EKGAID OSEI FVEERING THIS � 9' COMPONENT (01 ANY PARTICULAR BU1LDIRA 19 THE 4ISPONSJBILITY OF THE BUILDING OUIGN[4, PE4 ANsUTPJ 1-1915 stenoN 2. # NOV 03 1999 ,,AA # l� �"� _�y�' E K.a,'_ TOT. LO . 38.0 PSF DUR.FAC. 1.25 SPACING 24.0° Scale .1875°/Ft REF R427--23488 DATE 11/03/99 DRW CAUSR427 99307025 CA -ENG /GWH SEON - 186831 FROM E.D 0 N X1: 0 N CJA AT 0 z (CARCHA-CHRIS CARTER /CHANEY - H-1 HIP/HAT [16' TOP CHORD 2x6 DF -L #2 :T2 2x4 DF -L #1: BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 10 PSF BC LIVE LOAD PER UBC. FOR PIGGYBACK DETAILS REFER TO DRAWING 634,016; A625,376; OR 847,045. W2.5X4 ,0 W6X4 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC 24.00' OC, BC ® 72.00' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. H V 8 r Ca T2 8 0 ca 13r - A w AY. z W2.5X4 la W1.5X4 IB CZ; W2X4(Al) a W2X4(A1) a w z0-2-12 0-2412 Lr 3-5-4 I_ 4-0-0 I 3-5-4 d I f� 10-10-8 Over 2 Supports —�� R-428 W-3.5" R-428 W-3.5' cn � PLT TYP. Wave TPI -95 R Desi n Criteria: TPI(S' I "WARNING'S TRUSSES REOIIAE ECTRENE CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING ARO Q7 ANACING. KEY El TO 011-11 (HANDLING INSTALLING AND BRACING), PUBLI5HED BY TPI (TRUSS PLATE t7) INSTITUTE, 687 D'ONOFAIO on., SUITE IDU. MADISON, III S3719), FOA SAFETY PNACTIt[S PRIOR TO A'T PERFOANJNI TME SE /1RCTI015. UNLESS OTREANISE INDICATED, TOP CHORD SMALL HAVE PROPERLY ATTACKED �--� SAOCTURAL PANELS, BOTTOM CROHD.SHALL HAVE A PROPERLY ATTACKED RIGID CEILING. •AINPORTAWT'• FOR9131 A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE EN611IFAE0 C- i PRODUCTS, INC. E3ALL NOT RE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN. AN fA1'UNE TO A L PINE 10110 THE TRUSSES II CONFORMANCE WITH TP11 OR FABRICATING, HANDLING, SKIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS MITI APPLICABLE PRO13SIONS OF MOS (NATIONAL DESIGN �✓ SPECIFICATION PUBLISHED Of THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE O COARECTOIS ARE MADE OF 206A ASTM A653 GR40 GALT. STEEL, EXCEPT A3 NOT[D. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED 01 IBIS DESIGN, POSITION CONNECTORS PER BRANIRGS 160 A•I. TME SEAL 01 THIS CRANING INDICATES ACCEPTANCE OF PROFESSIONAL ENGIHICRIIG W-- Faplq d RESPONSIBILITY SOLELY FOR TIE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AAD USE OF THIS ��� CC PORENT FOA ANY PAATICOLAR BUILDING IS THE RESPONSIBILITY Of THE BOIlO1NG DESIGNER. PER ANSI/TPI !•[FDS SECTION 2. 2-10-6 1 _Scale —.375"/Ft. REF R427--23489 DATE 11/03/99 DRW CAUSR427 99307026 CA -ENG /GWH SEON - 185899 FROM E.0 CA - 1 - - - F W-yWN" TC LL 16.0 PSF TC OL 15.0 PSF BC DL 7.0 PSF 2002 FIYO BC LL 0.0 PSF 1999 # TOT.LD. 38.0 PSF & DUR.FAC-. 1.25 SPACING 24.0° 2-10-6 1 _Scale —.375"/Ft. REF R427--23489 DATE 11/03/99 DRW CAUSR427 99307026 CA -ENG /GWH SEON - 185899 FROM E.0 C=) N a� 0 rn C" O :z CARCHA-CHRIS CARTER /CHANEY - H-2 HA TOP CHORD 2x4, DF -L'41 BOT CHORD 2x4 DF -L •#1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 10 PSF 8C LIVE LOAD PER UBC. FOR PIGGYBACK DETAILS REFER TO DRAWING 634,016: A625,376; OR 847,045. W4X4 a THIS OWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTFn RV TDIICC m.to ROOF OVERHANG SUPPORTS 2.OD PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00" OC, BC @ 72.00° OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00.TOTAL LOAD. H Av A a wT 0-6-14 T ' is 0-6-14 m W1, 5X4 N zW3X4(82) ® W3X4(B2) la W 0-2-12 0-2-12 L. 5-5-4 I 5-5-4 6 10-10-8 Over 2 Supports R-428 W-3.5•. R-428 W-3.5' rs. PLT TYP. Wave TPI -95 R Oesi n Criteria: TPI STD I "WARNJRG" TRUSSES REOOIRE EIiI CARE IN ►ABRICAT ION, HANDLING- SHIPPING. INSTALLING AND CT BRACING. REFER TO 010.91 (HANDLING IOS7ALLIRG AND BRACIN I. 09OLISNED BT IPL (TRUSS PLATE INSTITUTE, SBS 0.0 OFRIO DR., SUITE E00. MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO CT MY MING THESE NCTIONS. UNLESS OTHERWISE OOICATED, TOP CRORO SNAIL NAI[ PROPE11lT ATTACHED �.--. 51 UCTURAL PANELS, BOTTOM CHORD SMALL RAVE A PROPERLY ATTACHED RIGID CEILING. PIODAN UCTRINC. SMAlI .T'IMPORTANT** FURNISH ABEORESPONS1aLEPY OF THIS DFOS NUI TO TDEVIATION iff LFROM NTHIS TO[SI6M: ALPINE EFIEi It UREETOD � 891L0 THE TRUSSES IS CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND ALPINE BRACING Of TRUSSIS. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS Of NDS (NATIONAL DESIGN .J- S►ECIFI CATION PUBLISHED BY THE AMERICAN FOREST AND PAP[R ASSOCIATION) AND T►1 ALPINE CONNECTORS ARE MADE OF XOGA ASTM A6S3 GONG OAI,. STEEL. EXCEPT AS BOTED. APPLY CORRECTORS TO # I. .� EACH FACE Of TRUSS- AND NALESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRARINOS 160 A-E. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE Of PROfESSIONAI ENGINEERING [�i_ � pID RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUI IAN IIIit AMD USE OF THIS SeDtemallq CA 93828 COMPONENT FOR All PARTICULAR BUILDING IS THE RESPONSIBILITY Of THE BUILDING DESIGNER, PER ANSIfT►I 1.1995 SECTION 1. HZ 4-2-6 Scale —,375'/Ft. REF R427--23490 DATE 11/03/99 DR W CAUSR427 99307032 CA -ENG /GWH SEAN - 185875 FROM E.D pW W,�yq �✓ TC LL 16.0 PSF TC DL 15.0 PSF oos 8C DL 7.0 PSF ENp B.aO.2002 BC LL 0.0 PSF Nor 03 1999 * TOT -LD. 38.0 PSF , CMI. p C� DUR.FAC. 1.25 SPACING 24.0° 4-2-6 Scale —,375'/Ft. REF R427--23490 DATE 11/03/99 DR W CAUSR427 99307032 CA -ENG /GWH SEAN - 185875 FROM E.D CHA-CHRIS CARTER /CHANEY - H-3 HIP/HAT I18'S TOP CHORD 2x6 DF -L #2 :T2 2x4 DF -L #1: BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. FOR PIGGYBACK DETAILS REFER TO DRAWING 634,016; A625,376; OR 847,045. W2X4 (Al) Im W2.5X4 9 W6X4 � THIS DWG PREPARED FROM 'COMPUTER INPUT (LOADS & DIMENSIONS) SUB14ITTEC BY TRUSS HFR ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. DEFLECTION MEETS L/240'.00 LIVE AND L/180.00 TOTAL LOAD. W2X4(A1) m 0.2-12 o-z„-�t2 L 3-9-2 I- 5-0-0 I 3-9-2 I Le 12-6-4 Over 2 Supports R-491 W-3.5' R-491 W-3.5' TPI- o� t7] ALPINE 0 z Xpl- a$lacerw • •�W IRC. SAM&WDID, CA 9SE2B )� 3 5 Desi n Criteria: TPI STD •"NARNI NGS• TRUSSES AEOUIRE EITREME CME IR FABRICATION, BAYOLIYC, fN IPOIN6. INSTALLING AND CA - 1 -/-/-/F BRACING. NEfFR TO A18.91 (HANDLING INSTALLING I. BRACIY"; IUBLISVED BY TPI (TANS$ PLATE INSTITUTE. 593 O'OAOFRIO DR.. SUITE 200. MADISON. VI 5]110). FOR SAFETY PRACTICES PRIOR TD PERFORMING DLO W. Q" 7 TC LL 16.0 PSF THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROIEALY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SBALI HAVE A PROPERLY ATTACHED RIGID a' 0 TC D L 1 5.0 PSF CEILING.IMPORT PRODUCTS. INC, SN AILINOTSH ABEOPY OF THIS RESPONSIBLEO►ORGAANY THE DEVIATIOYLfgOHITHISTO[SIfiA; AAY/NE►A1'1IIEITOD B C D L BOILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. 7.0 PSF INSTALLING AND BIACIY6 OF TAUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (AMORAL DESIGN SPECIFICATYHE AMR FOREST PNAD[SO►O206ABY TASTM Exp, 2D02 BC LL 0.0 PS F COX FCTO SIMEON A6$] Gq/D6Al/AI STEELND EHEYCEPTIA31 OTED.D APIPIY CONNECTORS TO EACtl FACF Of TROSS. AND UNLESS OTHERWISE LOCATED OH TMJS OESIGN, POSITION CONNECTORS PER * Roy 03 1 9 99 * TUT • L D • 3 8.0 PSF ORA YI ROS 160 A - T. THE SEAL ON THIS CRAVING INDICATES ACCEPTANCE OF PROFESSIONAL ENCINEER7N6 NESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN, THE SOITA81LITY AHO USE Of TNI, lL _rV�. CIVIL D UR FAC. 1.25 COMPO ARSIJfIIT1FORANY SCCTIOICU`AR BUILDING IS THE RESPONSIBILITY OF TOE BUILDING OESI6I14. PER (af7 t . SPACING 24.0' 3-0-15 Scale —.375"/Ft. REF R427--23491 DATE 11/03/99 DR W CAUSR427 99307027 CA -ENG /GWH SEON - 186490 FROM E.D 0 N cn c-. 0 N rn 0 z W 117 t CARCHA-CHRIS CARTER /CHANEY - H-4 HA TOP CHORD 2x4 DF -L #1 BOT CHORD 2x4 OF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 10 PSF BC LIVE LOAD PER UBC. FOR PIGGYBACK DETAILS REFER TO DRAWING 634,016; 1625.376; OR 847,045. 0-6-14 W4X4 = THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED AT TRllcc MFR ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00' OC, BC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W3X4(B2) m 0-2-12 0-2-12 L 6-3-2 I 6-3-2 I r" 12-6-4 Over 2 Supports R-491 W-3.5' R-491 W-3.5` 07 ALPINE 0 1-95 Design Criteria: TP BRACING. REFER TO MIB -91 (MARCUS INSTALLING AND BRACING). PUBLISHED BY TPI �NTRUSS N6 AND (TRUSS PLATE IMST ITYT[. $65 0.030Fg10 OA., 591 TE 200, MADISON. NI S3719), FOR SAFE7Y PRACTICES PRIOR TO PERFORMING TRESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CEDED SHALL HAVE PIOPEIIY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED 21610 CEILING. '-IMPORTANT-- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SMALL NOT BE RESPONSIBLE FOA ANY DEVIATION FROM THIS DES16N; ANY FAILURE TO BUILD THE T1US$[S IN CONFORMANCE NIi6 TPI; OR FABAICATINS. HANDLING, SNIPPING, INSTALLING AND OR ACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PIOTISIONS OF YDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MAO[ OF 20SA ASTM A651 6140 GALT, STEEL. (ICEPT AS 9010. APPLY CONNECTORS f0 EACH FACE Of TRUSS. AID UNLESS OTHERVISE LOCATED ON THIS DESIGN. POSITION CONNECTORS LER DRAWINGS 160 A-2. THE SEAL ON THIS CRAVING INDICATES ACCEPTANCE OF PROFESSIONAL EBGI NFE419i RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE Of THIS COMPONENT FOR ANY PARTICULAR BUILDING 1S THE RESPONSIBILITY 01 THE BNTLDING DESIGNER. PER At SI(iPi 1.1995 SECTION 2. Ny 4XI-`J" 0-6-14 •�, � ��, � � cle N r Fay CA 1 - - F �01.D W, hP p- �r TC LL 16.0 PSF TC DL 15.0 PSF BC DL 7.0 PSF L 2002 BC LL 0.0 PSF Nov 03 1999 * TOT -LD. 38.0 PSF CNt� P DUR.FAC. 1.25 SPACING 24.0° 4-8-15 Scale -.375"/Ft. REF R427--23492 DATE 11/03/99 DRW CAUSR427 99307033 CA -ENG /GWH SEON - 186378 FROM E.D CARCHA-CHRIS CARTER /CHANEY - H-5 HIP/HAT (16' ITOP CHORD 2x6 DF -L #2 :T2 2x4 OF -L #1: o BOT CHORD 2x4 DF -L #1 C�j WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. n: IFOR PIGGYBACK DETAILS REFER TO DRAWING 634,016; A625,376; OR 847.045. 0 N C7) ' CT O z Lr PLT I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. DEFLECTION MEETS L/240,00 LIVE AND L/180.00 TOTAL LOAD. W2.5X4 m W2.5X4 (, W2.5X4 Gs W1.5X4 @ W2.5.X4 a W2.5X4 c W2X4(A1) N3 W2X4(A'I) a 0-2-12 0.2-12 . 12-6-4 Over 2 Supports R-491 W-3.5" R-491 W -3.5 - Wave TPI - C" c-; ALPINE O z AlPine Emim d Prodna0. Inc. BBa -M6 CA 95828 Desi4n Criterla• TPI(S' -WARN ING•• TRUSSES REQUIRE ESTREME CME IN FABRICATION, HANDL IN6. SMIPP INN, INSTALLING AND BRACING. REFER TO NIO•91 (NAMOLIMG-INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE IYST ITU TE. 5B7 O'OROFRIO DA., SUITE 200. MADISON. WE 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING TMESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID C(ILING. '-IMPORTANT-• FURNISH A COPY Of THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SMALL NOT BE RESPONSIBLE FOR AMT DEVIATION FROM THIS DESIGN: ANY FAILURE TO BY TLD THE TRUSSES IN CONFORHANCE PITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND 80.ACIRG OF TRUSSES. iMli DESIGN CONFORMS Y1TY APPLICABLE PROVISIONS Of NOS (NATIONAL DESIGN SPEfIf ICA TI OM PUBLISHED BT THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 208- ASTM A6S7 6RN0 GAIL. STEEL, EICEPT AS NOTED. APPLY CONNECTORS TO EACH FACE 0► TRUSS, AND UNLESS OTHERWISE LOCATED OR THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A•1, THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL EHGINEERIRG RES►ORSl91LITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COX? OMERT FOM ANY PMTICUL'AN BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSIITPI 1.1995 SECTION 2. ENV 8402DOI Nov 03 1999 " 5 TC LL 16.0 PSF TC DL 15.0 PSF 8C DL. 7.0 PSF BC LL 0.0 PSF TOT.LD. 38.0 PSF DUR.FAC. 1.25 SPACING 24.0" _Scale =.375"/Ft. REF R427--23493 DATE 11/03/99 D R W CAUSR427 99307028 CA -ENG /GWH SEON - 186750 FROM EX 0 N 0 N rn rn C= z (CARCHA-CHRIS CARTER EY - I-1 COFF/TERM/HIP 115'6" TOP CHORD 2x6 DF -L SS BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard :W5 2x8 DF -L #1: PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. SPECIAL LOADS ------(LUMBER DUR.FAC,-1.25 / PLATE DUR.FAC.=1.25) TC From 62 PLF at 0.00 to 62 PLF at 11.00 BC - From 27 PLF at 0.00 to 27 PLF at 11.00 TC 660 LB Conc. Load at 5.50 BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING, W2.5X4, W5X4[= E-• v 0 O Lx cam. A W a W F:T z z W2.5X4 (Al) E3 W -PLY]) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR_ W6X6 lq� W4X6 A"LOADING ON THIS TRUSS CALCULATED BY TRUSS FABRICATOR*** IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00" OC, BC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W3X4 4r,, W2.5X4(A1) s a 5-6-0 .2-6-0 10-0 4-0,0_ 1-O_-2-6-0 f� 11=0- Over 2 Supports ` R-820 W-5.5- R=820 W-5.5- c�. 00 Ln PLT TYP. Wave TPI -9 I CT CT CT Ch y ALPINE O z ��3eaCA ys82g0. Ina Po 0 oy, ° 5\R Desion Criteria: TPI(STD)CA **MAANINo-- TRUSSES RE0tl1RE Et TRE H[ CAR( IN FABRICATION. MARBLING, SHIPPING. INSTALL IMG AND BRACIN6. - - 1 - - F REFER TO pll-AI (MAROlIN6 7RSTAll116 AND BRACING). p18lISHEO BT TPI (TRUSS PLATE INSTITUTE, 583 D'ONOF2I0 DR., SUITE 100. MADISON. MI 53719), 1101 SAFETY PRACTICES PRIOR TD PERFORMING Q�,Q w TC LL 16.0 PS F THESE FONC11011. UNLESS OTMERWIS[ INDICATED, TOP CHORD SHALL MATE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOR CIOND SHALL HAVE A PROVENLY ATTACHED 11161D CEILING. P G TC OL 15.0 P SF PRODUCTC. SHALL Itl07SH AB(O!(SPONSIBL[PT Of THIS Df01tGNAlY THE DETIATIONINSTALLATION TM ISTO[516R: ANALPINE BUILD TAE fAIt UR(Ei0 B C D L 7.0 P SF T105SE5 IN CONFORMANCE MIIN TPI; OR FAINICATIR6. HANDLING. SHIPPING. INSTALLING AIIO BRACING 0/ TRUSSES. TMTJ UfSI6I CONfORMi • WITH APPLICABLE PROVISIONS Of NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY TBE AMERICAN FOREST ARD PAPER ASSOCIATION) 6.30,2001 BC LL - 0.0 P S F ASO TPI. ALPINE CONNECTOIS ARE MADE Of 20GA ASTR A6S3 0240 GAL[. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE Of TRUSS, AND OILESS OTIIINISI LOCATED ON TRIS DESIGN. POSITION CONNECTORS PEA DRAWINGS * NOV 03 1999 TOT . L 0 38.0 P SF 160 A•1. THE SEAL ON THIS OAAMIN8 INDICATES ACCEPTANCE OF PROFESSIONAL ENGINE COMPONENT LITI SOLELY FON THE TROSS COMPONENT UE516N SHOWN. THE SUITABILITY ARO USE OF""" THIS C . OUR 1 25 PARTICULAR BUILDING IS THE A[SPONSIIIIITT DF THE BUILDING DESIGNER, PER ANSIJTEIT 111 ANY SECTION AIS11TP1 1•1995 s[CTIDN 2. .FAC . . SPACING 24.0" 4-2-14 Scale =.375"/Ft. REF R427--23494 DATE 11/03/99 DR W CAUSR427 99307029 CA -ENG /GWH SEQN - 185947. FROM E.0 0 rn cam - C=) V A 0 o� cA.. A W a W W z c5 W2X4(A1) U3 z w' CARCHA-CHRIS CARTER /CHANEY - I-2 COF TOP CHORD 2x6 DF -L SS BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard IPLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3, W5X4a W z W4&4 B wvno d Wbxb 6 W4X4 W2X4 (Al) E3 a 5-6-0 2-6-0 4-0 5-6-0 11 1 0 0 0 _ l;o-0 2-6-0 11-0-O'Over 2 Supports R-418 W-5.5• ,_ ` R-418 W-5.5' w Ln PLT TYP. Wave TPI 07 07 ALPINE O a BBaCAMS W111 a: THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSION', IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00" OC, BC @ 72.00" OC. SUBMITTED BY TRUSS MFR. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. BRAC06. EVEN TO 018•91 (HANDLING IISTAtt IMO AID ORACING) ��PUSLISNFD BF i9I UNAALIING AND (Taos PLATE INSTITUTE. SOS D'ONO►RIO DA.. SUITE EOO, MADISON, yl 53719)• FOR SAFETY PRACTICES PRIOR TO PEAFORRIRG THESE FUNCTIONS. UNLESS OTHERWISE INDICATfo, TOP CHORD SHALL NATE IRDPERLY ATTACMID STROCTOIAL PANELS, BOTTOM CRORO SHALL HAVE A PROPERLY ATTACMEU RIGID CEILING. "IMPPRODUCTS. FURNISH ACOPY OF THIS DESIGN TO TINSTALLATION CONTRACTOR. TS. IOC. SMALL NOTOf RESPOASIBLE FOR 'ANY DEVIATIONFROMTHIDESIIEE ; ANYFAILURE TOO GUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SNIPPING, INSTALLTRG AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF IDS (NATIONAL DE516I SPFtIf ICATI OR PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AID TPI. ALPINE CONNECTORS ARE MADE OF EDDA ASTR ASS3 6240 GALT. STEEL. (KEPT AS NOTED. APPLY CONNECTORS To EACH FACE OF TIOSS. AND UNLESS OTHERWISE LOCATED OR TOTS DESIGN, POSITIOR CORRECT PER DRAWINGS 160 A•1. TME SEAL ON TO1S ORAWIRG INDICATES ACC(PTANCE of PMOfESSIORAL ENGINEERING RESPONSIBILITY SOLELY FOR THE Tit COMPONENT DESIGN SHOW,. TRE SUITABILITY AND USE Of THIS COMPONENT FOR AAT PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1.1995 SECTION 2. 1Z PIN,. 1100, 4-2-14 Scale—.3750/Ft. REF R427--23495 DATF 11/03/99 DRW CAUSR427 99307034 CA -ENG /GWN SEON - 185926 FROM E.0 CA -1- -F �p1.D W - '4 TC LL 16.0 PSF TC DL 15.O PSF BC OL 7.0 PSF rap, 0.2002 BC LL 0.0 PSF Nov 03 1999 If TOT.LD. 38.0 PSF cwt- _ o� DUR . FAC . 1.25 SPACING 24.0- 4-2-14 Scale—.3750/Ft. REF R427--23495 DATF 11/03/99 DRW CAUSR427 99307034 CA -ENG /GWN SEON - 185926 FROM E.0 o N 0 N o... (CJIRCHA-CHRIS CARTER /CHANEY - I-30 DRAG/GIRD [1 -PL TOP CHORD 2x6 DF -L SS BOT CHORD 2x8 DF -L SS WEBS 2x4 DF -L Standard :W3 2x4 DF -L #1: PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. SPECIAL LOADS N -DUR-FAC.-I.25 /LATE2UPFABv?TC- From62PLFat D.00ta6�tll00o BC - From 448 PLF at 0.00 to 448 PLF at 3.50 (H)HUS26@24.0/C o BC - From 7 PLF at 3.50 to 7 PLF at 5.00 z BC - From 657 PLF at 5.00 to 657 PLF at 11.00 (H)HUS26@24"0/C IBC ----,2122 LB Conc. Load at Ie�n (H) RECOMMENDED-tg-Nt-IECTION TO THIS GIRDER TRUSS: ? SEE SIMPSON CATALOG C-PT99 FOR ADDITIONAL INFORMATION. W8X8= THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A nTMCNcTnm— BMITTFD RY TRllcc uc0 ***LOADING ON THIS TRUSS CALCULATED BY TRUSS FABRICATOR*** ** THE MAXIMUM HORIZONTAL REACTION IS 1320.55# ** IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00' OC, BC @ 72.00' OC. DEFLECTION MEETS 1-/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. TRUSS TRANSFERS 120.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED" BY ENGINEER OF RECORD. 41) M 5-6-0 5-6-0 �,�11-0-0 Over 2 Supports`\ R-4362 W-5.5 R-4511 W-5.5" Rh -1321/-1321 rt.. rn Lr; PLT TYP. Wave TPI 07 m ALPINE d z 1 "T— Ene CApE 9n .100. I --;; L� 11 -95 Desi n Criteria: "TPI STD '•YARMI NE•• TRUSSES REQUIRE MIME CARE IN FABtICAT(ON, HAMOlIH6, - CA 1 - - F E11 F11 ER O' lOFRIO (..SLIME INSTALLIIE AND BRACING), PUBLISHED BY TPI (TRUSS PLATE BRACIN11 G. R SHIPPItG, INSTALLING AND SE ISOM. WI 53719), FOR SAFETY PRACTICES PRIOR TO I(MINING EBS p'ONOFRIO DR., SUITE OZoo.THERWISE STII MING THESE fUNCT 1085. BSL ISS OTNEpYISF INDICATED, TOP CHORD SMALL HATE PROPERLY ATTACHED STRUCTURAL PANELS. � W,L p- O 7� '6: TC L L 16.0 PSF BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED AMID CEI1116. C TC DL 15.0 P S F PRODUCTS, INC. SMALL INOT SH ABE NESPONSIBLE FOR COPY OF THIS 6MANY TO TDEVIATION IE LFRO" NTHIS TDESIGN, AANYNEFAILUREITOS TIE TPI; COT" ICOMFOORMS B C 0 L 7 0 PSF OFTRUSSES BRACIN9ISM0E$161ANCE WITHTH TRUSSES.N INSTALLING OR AAPPLICABLE PROVISIONS NG. RAMIRO. SOFPIOSN . (NATE ONAL OE516N PAPER IASINOTED.O TPI. ALPINE CONVECTORSPiciricaox ARE OFDBy 2U6ATHE AMERICAN FORESTASTII A6S33 GR40 GALYA BC LL 0.0 PSF STEEL. 19CEPTND APPLY CORRECTORS TO ORAVIAGS EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CDIRECTORS PER NOV 03 1999 TOT . L D . 38.0 PSF RESPONSIBILITY SOLELYTFORSI ( TRUSSEM 01 IS DRAWING COMPONENT DESIGNTES 31lowl.ACCEPTANCEE SOtTABILITT AND USEIOFERING COMMENT FOR C' V& P DU R Tolls ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1.1995 SECTION 2. � .FAC , 1.25 SPACING 24.0• Scale -.375-/Ft. REF R427--23496 DATE 11/03/99 DR W CAUSR427 99307035 CA -ENG /GWH SEAN - 186799 FROM E.D CARCHA•CHRIS CARTER /CHANEY - J-1 TERM/HIP I1 -PL TOP CHORD 2x6 DF -L #2 BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard :W3 2x8 DF -L #1: ,,,:PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. (ADDITIONAL LOADS 'a -------------------------------------------------- � BC - From 14 PLF at 0.00 to 14 PLF at 12.00 C' TC - 750 LB Conc. Load at 6.00 0 W5X4 1 L: V Ya 0 a Ia W a W �.•�� — BY1.3A4 IU w z cs z w THIS DWG PREPARED FROM COMPUTER INPUT. (LOADS A DIMENSIONS) SUBMITTED BY TRUSS MFR. ***LOADING ON THIS TRUSS CALCULATED BY TRUSS FABRICATOR*** ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC Q 24.00" OC, BC ® 72.00' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. C=3 L'-1-6-0.J.-C-1.6-0 W2X4(A1) a L-1.6.0-�l-6-0-3.j 1- 6-0-0 I_ 6-0-0 I 12-0-0 Over- 2- Supports R-1014 W-5.5" R-1014 W-5.5" m Go PLT TYP. Wave TPI -95 R Design Criteria: TPI(STD CA - 1 - - F Scale -.375'/Ft. 1 C77 ••NANNING•• TRUSSES REQUIRE EITREHE CARE IN FABRICATION. HANDLING. SHIPPING, INSTALLING AND BRACING. 2EfER TO N."' I (UODLING IOSTAllIR6 AND BIIACIA6), PUBLISHED BY TPI (TRUSS PLATE 0�IM. TC LL 16.0 PSF REF 2427--22232 C77 t7) IBSTITUTE, SSI D'ONOfRIO OR., SHITE t00. MADISON, WE S3719). FOR SAFETY PRACTICES PRIOR TO PERFOItHING THESE FUNCTIONS. UILESS OTHEIIVISE INDICATED. TOP CHORD SMALL HAVE PROPERLY ATTACHED TC DL 15.0 PSF DATE 11/03/99 ---� STRUCTURAL PANELS, BOTTOM CHORD $VALE HAVE A PROPERLY ATTACHED RIGID CEILING. IMPORTANT" FOIUISH A COPY OF TOTS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SMALL NOT BE RESPONSIBLE FOR ART DEVIATION FROM THIS DESIGN; ANY FAILURE TO BC OL 7.0 PSF DRW CAUSR427 99301055 Z P I N E 'QBQCA 95B28� BUILD THE TRUSSES IR CONFORMANCE VETO TPI; OR FABRICATING. BANDLIHG. SHIPPING, INSTALLING AAO BRACING Of TROSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICAT101 POBlISN(0 OY Ttl( AMERICAN FOREST AND PAPER ASSOCIATION) AHD TPI. ALPINE CONRECTORS ARE WE Of IT ASTM A6SS 6240 SALT. STEEL. EICEPT AS NOTED. APPLY CONRECTOBS TO EACH FACE Of TRUSS. AND UNLESS OTHERVISE LOCATED 01 THIS DESIGN. POSITION CONNECTORS PER ORANINGS 160 A•1. THE SEAL 01 TRIS ONANING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TROSS COMPONENT DESIGN iHOUN. THE SUITABILITY AND USE OF THIS AMS FTP IT1r1P94NfECTIOBCMLAt BUILDING IS THE RESPONSIBILITY OF TIRE BUILDING OEIIGIER, PER �= Nov 03 1999 CI�4 ��CAV B C L L TOT. LD. 0.0 PSF 38.0 PSF CA -ENG GTP / GWH SEON -- 184495 D UR . FAC. 1.25 F ROM E . D SPACING 24.0N CJIRCHA-CHRIS CARTER /CHANEY - J-3 COHN TOP CHORD 2x6 DF -L $2 BOT CHORD 2x4 DF -L #1 WEBS 2x4 OF -L Standard N ,,_:PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 10 PSF BC LIVE LOAD PER UBC. co N Q7 C7l O W5X4 in H W2.5X4 0- A o T CA 1 - - - F Scale -.3750/Ft. I CT C7� 0 1-6-14 ••WARNING •• TRUSSES REQUIRE EXTREME CARE IR FABRICATION. HANDLING, SHIPPING, INSTALLING AND 10.ACING. REFER TO NI8•/1 (RANKING INSTALLING AND BRACI20). PUBLISHED BY TPI (TROSS PLATE INSTITUTE. 583 0*01CFRIO DR., SUITE 200, MADISON, WI $3719). FOR SAFETY PRACTICES PRIOR TO PERFORHINO THIS[ FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP C1010 SHALL HAVE PROPERLY ATTACHED w 1Yr TC LL C DL 16.0 PSF 15.0 PSF w w z STRUCTURAL PANELS. BOTTOM CHORD SHALL NAVE A PROPERLY ATTACHED RIGID CEILING. C-1:1 W1.5X4 M z w ..5X4 W1.5X4 I w z a L 4-6-0 _I_ 4-6-0 I �—� -=9-0'6 -- P S- orts R-342 W-3.5' R-342 W-3.5• THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00" OC, BC @ 12.00. OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. S rn W PLT TYP. Wave TPI -95 R Design Criteria: TPI STD CA 1 - - - F Scale -.3750/Ft. I CT C7� ••WARNING •• TRUSSES REQUIRE EXTREME CARE IR FABRICATION. HANDLING, SHIPPING, INSTALLING AND 10.ACING. REFER TO NI8•/1 (RANKING INSTALLING AND BRACI20). PUBLISHED BY TPI (TROSS PLATE INSTITUTE. 583 0*01CFRIO DR., SUITE 200, MADISON, WI $3719). FOR SAFETY PRACTICES PRIOR TO PERFORHINO THIS[ FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP C1010 SHALL HAVE PROPERLY ATTACHED pL0 W. h TC LL C DL 16.0 PSF 15.0 PSF REF R427--22234 DATE 11/02/99 STRUCTURAL PANELS. BOTTOM CHORD SHALL NAVE A PROPERLY ATTACHED RIGID CEILING. ••IMPORTANT-- FURNISH A COPT OF THIS DES181 TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANT FAILURE TO g BC DL 7 .0 PSF DRW CAUSR427 99306008 y z ALPINE AA NN�,,,,�,,..���,1 Alpim ""b'"' ed Pmdws, Baaa=k.CA931129 IDL BUILD THE TRUSSES to tONFO1MANCE Hill TPI: 01 FABRICAT110. HANDLING. SHIPPING. INSTALLING AND B0.AcIspclM6 OF Togs IsTHIS DESIGN COHFORHS WITH APPLICABLE PROVISIONS OF RDS (NATIONAL DESIGN FICAIO CONNECTORSICI ARE MADESOf0BY 20GATHE ASTM A653AG140REST AND MI. STEEL. ISCEPTPER IASINOTED. TALPINE APPLYCONNECTORS TO EACH FACE OF TRWSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 360 A•1. THE SEAL ON THIS CRANING INDICATES ACCEPTANCE Of PROFESSIONAL E16INEERIOG RESPONSIBILITY SOLELY FOR TH[ TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PASTICULAR BUILD INS IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1.1895 SICTION 2. r�►Hao"a * Nov 03 999 1 * CMS OP BC LL TOT. LD . 0.0 PSF 38.0 PSF CA-ENG AEB/GWH SEAN - 184511 D UR .FAC . 1.25 FROM -E . D SPACING 24.0' , (CARCHA-CHRIS CARTER /CHANEY - J-2 COMN TOP CHORD 2x6 DF -L #2 BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard N ,,_:PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 1.3.3. 110 PSF BC LIVE LOAD PER UBC. co N C7) Q7 O W5X4 C H V Ci O fY. A w ` 111.JA`Y 111 z z w THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR_ ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID.SHEATHING USE PURLINS TO BRACE TC ® 24.00' OC, BC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W2X4(A1) sa C--3 4.1-6-0->Jc-1-6-0- 6-01 6-0-1 6-0-0 I 6-0-0 I _. �— `12 0 0 Over _2, Supports - R-555 N-5.5" R-555 W-5.5" rn 00 . CT 07 CT O PLT THP. Wave TPI -95 R Design Criteria: TPI STD CA/ -/l/ -/-/;-/F Scale =.375" Ft. ALPINE •�' --YARNING— TRUSSES REQUIRE EITR2nE CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND IAcnB. REFER TO RID -91 (HANDLING INSTALLING AND BRACING). POBLISNED IT TPI (IRO$$ PLATE TO FE1►ORNING TMESE FORCTIONS.IURLESS OTHERWISE INDICATED. TOPITT 200. MADISON. WEICHORD SHALLFOR`ETY HAVEPPROPEILY ATTACACTICES PRIORHED STIICTONAI PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IWORTANT'- FURNISI A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SMALL JOY OE RESPONSIBLE FON ANF DEVIATION FROM THIS DESIGO; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OB FABRICATING. HANDLING. SNIPPING. INSTALLING AND BNACIIO Of TRUSSES. TBIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF 405 (NATIONAL DISIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE C0N1 CTOIS ARE MADE OF 209A ASTM A953 GRCO GALT. STEEL, E2CEPT AS NOTED. APPLY CONNECTORS TO EACH FACE Of TRUSS. ARID U11E55 DTMEIWISE LOCATED OR TM IS DESIGN. POSITION CONNECTORS FEN CRAVINGS 160 A•2, tNE SEAL OB THIS ORAYINS INDICATES ACCEPTARCE OF PROFESSIONAL INOINEERIIB CORPONERT FORYANYLELY FOR PARTICULAR BUILDING 1STRUSS OTHETDESIGN RESPONSIBILITY OF THE BVILDINGIDESIGRER. Of PER THIS ANSIITPI 1-1995 SECTION E. p1.D W. A.- 0� 5 i NO 03 1999 * CIVIL or TC LL 16.0 PSF TC OL 15.0 PSF BC DL 7.0 PSF BC LL ' 0.0 PSF TOT.LD. 3B.D PSF REF R427--22233 DATE 11102199 DRW CAUSR427 99306007 CA -ENG AEB/GRH SEQN - 194502 ' DUR.FAC. 1.25 FROM E. D 1 SPACING 24.0 . CARCHA-CHRIS CARTER /CHANEY - K-1 P/HIP I8'SBl f2 -PL TOP CHORD 2x6 DF -L $2 BOT CHORD 2x4 OF -L $1 WEBS 2x4 OF -L Standard c :W2, W10, W11, W12, W16, W17, 1118, W26 2x4 DF -L #1: PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. co CALCULATED HORIZONTAL DEFLECTION IS 0.23' cmr, DUE TO LIVE LOAD AND 0.43" DUE TO DEAD LOAD. C7) - zC=; DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. J1 HIP SUPPORTS 08-00-00 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. W4X48 W1.5X4 Id W 3 X 1 0 W10X10 E"' W3X89 X10 W12 W2 8 r C=) W3X10 0y 1� A) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 2 Complete -Trusses Required NAILING SCHEDULE: (0.131x3.0_g_na11s) TOP CHORD: 1 RON @ 11" o.c. BOT CHORD: 1 ROW @ 12" o.c. WEBS : 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. (A) SCAB BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE; - SPECIES & GRADE OR BETTER. ATTACH WITH 10d NAILS @ 6' OC., USE SAME DESIGN FOR ONE -PLY COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 4.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00' OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR ONG. CD110. SUPPORT HIP RAFTER WITH CRIPPLES AT 05-07-14 OC. W1OX10 fa W3X8s3 W1.5X4 B W4X4m W3X10e 1.1 W16 '=e. W4X6 (B1) a W1.5X4 Mi W8X12 W5X12 BSD 1 2-0-0 w J 12 WSXB fa 12 L W8X12 m I w W5X8a HS7148W1.5X4 M z W8X8 All W1.5X4 fgHS714 v W3X8 R e W26 K\ W3X10 12 X8 EM WW6X4(A2) Em .0 8-3 X8 W5X12 0 L z7 -0-0 W50y.v 3 z 6-0 PLOW, y p, Tb TC LL 16.0 PSF TC DL 15.0 PSF REF R427--23387 DATE 11/03/99 STRUCTURAL PANELS. BOTTOM CHORD SEIM NATE A PROPERLY ATTACHED RIGID CEILING. R• 8-0-0 18-0-0 7-10-0 Q 2-6-0 -6- 5-0-0 6- 2 4 0 8-4-0 2-4.0 6 5-0-0 -6 2 4 0 I rt 33-10-0 Over 2 Supports iw 7.0 0.0 R-3295 W-5.5' CA -ENG AEB/GWH R-3202 W-3.5" SPEC IFKATE00 FLOLISNED BT TRE AHERICAB TOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE NAGE 0► tOGA ASTM AGS 6440 BAL1. STEEL. INCEPT AS NOTED. APPLY COIIECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED OH THIS DESIGN. POSITION CONNECTORS PEN DIANINGS 160 A - I. TIE EL FORSEAL ON THIS ORAWING INDICATES ACCEPTANCE OF PROFESSIONAL EIGINE[4ING COMPONENT FORTARTLPARTICULARETRUSS BUILDING ISOTIETDESIGN SHOWN. THE RESPONSIBILITY OF THE BOILD G1TY An 0ESI61ERSEPEA iN15 AISIFTPI L -199S SECTION 2. Nov 03 1999 # * �C� %` CIVILL TOT. LD. N PSF SEON - 185774 DUR . FAC. 1.25 In SPACING 24.0" 00 PLT TYP. High Stren th,Wave TPI -95\R Desi n Criteria: TPI(STD CA - 1 - - - F Scale - 1875° Ft -NAANING" TRUSSES 410914E EXTREME CARE IN FABRICATION. MANOLIIG. PPING S1i, INSTALLING AID •BRACING. R1FIR TO 110.91 INARDLING INSTALLING AND BRACING). PUBLISHED BY TPI MOSS PLATE INSTITUTE. SBS 0 UNCTRIOION DR.. SUITE HER SE INDI, NI TOPICHO /O4 SAFETY PRACTICES ATTAR TD P[IFORMINR THESE FONCilOIS. UNLESS OTNERYISf INDICATED, TOP tN040 fXAll HAVE PNOPERIY ATTACHED PLOW, y p, Tb TC LL 16.0 PSF TC DL 15.0 PSF REF R427--23387 DATE 11/03/99 STRUCTURAL PANELS. BOTTOM CHORD SEIM NATE A PROPERLY ATTACHED RIGID CEILING. DRW CAUSR427 99301044 AL PINE ••IMPORTANT•• F14NISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, 11C, SIALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ART FAILURE TO LO THE 411111, OFTT11ISE1j. CONFORMANCE DESIBIITH TPI: 02 ONFOIMS NITS APPLICABLE PROVISIONSTING. NAMING. SOFPNOSG(NATIOIAIiNO DES1GN � W0 BC BC DL LL 7.0 0.0 PSF PSF CA -ENG AEB/GWH A)PID8 +� 9 Products, �` SPEC IFKATE00 FLOLISNED BT TRE AHERICAB TOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE NAGE 0► tOGA ASTM AGS 6440 BAL1. STEEL. INCEPT AS NOTED. APPLY COIIECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED OH THIS DESIGN. POSITION CONNECTORS PEN DIANINGS 160 A - I. TIE EL FORSEAL ON THIS ORAWING INDICATES ACCEPTANCE OF PROFESSIONAL EIGINE[4ING COMPONENT FORTARTLPARTICULARETRUSS BUILDING ISOTIETDESIGN SHOWN. THE RESPONSIBILITY OF THE BOILD G1TY An 0ESI61ERSEPEA iN15 AISIFTPI L -199S SECTION 2. Nov 03 1999 # * �C� %` CIVILL TOT. LD. 38.0 PSF SEON - 185774 DUR . FAC. 1.25 F ROM E. D SPACING 24.0" CHA-CHRIS CARTER /CHANEY - K-2 DB/COF/STP/HIP[10'SB+12'SB]12'-FURR FTC. TOP CHORD 2x6 DF -L J2 BOT CHORD 2x4 DF -L j1 WEBS 2x4 OF -L Standard .--,:W2, W10, W11, W12, W16, W17, W18, W26 2x4 DF -L $1: `1 PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. co 10 PSF BC LIVE LOAD PER UBC. N Q'USE THIS DESIGN FOR COMMON HIP TRUSSES m 24.0' OC, o EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 4.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC Q 24.00' OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. CD110. SUPPORT HIP RAFTER WITH CRIPPLES AT 05-07-14 OC. W5X4 W1.5X4 N W3X10 0 W10X10 s WM a 10 A W3X8 6 8 r W12 W W2 o`x W3X10,0 (A) A W1.5X4 U w 0-6-3 J 12 W5X8 12 L 1 2i-0 z W6X4 (A2) a W5X12 0 W8X8 4L' HS714 -k, W1OX14 Ea z W5X8o W1.5X4 01 r=3 C=3 z THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. CALCULATED HORIZONTAL DEFLECTION IS 0.24' DUE TO LIVE LOAD AND 0.43' DUE TO DEAD LOAD. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER R. DEFLECTION MEETS L/240.OD LIVE AND L/180.00 TOTAL LOAD. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. W5X4 s W1OX10 W1.5X4 M W3X10 KZ WIE W1 , e W 3 X 8 W26 //�� p (A)7 r W3X10�. � W10X14 J 12 8X8,o W5X8 12 L 0At-8-3' p, = .�, W1.5X4 5714 a W5X12�9 W5X8 �W6X4 (A2) a9-10-0 16-4-2 7-5-14 2- 4 -0 -k --6--d 5-0-0 h -6 -d o __8-4-0_+2-4-0 -6 5-0-0 -6 2-4-0 �. 33-8-0 Over 2 Supports' R-1696 W-3.5" R-1697 W-3.5' c+ -A PLT TYP. High Stren th.Wave TPI -95\R Design Criteria: TPI STD CA - 1 - - - F Scale =.1875" Ft. p� •-WARNIMG-- TRUSSES REOBIRE EXTREME CARE 11 FABRICATION, HANDLING, SHIPPING. INSTALLING AND 8AACING. REFER TO 018.91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE N� TC LL 16.0 PSF REF 8427--23388 p7 l77 IESTITUTE. 613 DFRACTION o1., SUITE E00, MADISON. WE 53)191, FOA LLrHAV PRACTICES PRIOR TO FEI F0IMING THESE F11CitOAS. UNLESS OTAEIYISE INDICATED. TOP CHORD SHAH HAVE PROP(RlT ATTACHED STRUCTURAL _p7 •7 Qr TC DL 15.0 PSF DATE 11/03/99 �--, PAXELS. BOTTOM CHORD SHALL RATE A PROPERLY ATTACHED RIGID CEILING. ••IMPORIART-- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO 6 BC DL 7.0 PSF DRW CAUSR427 99307045 ALPINE BUILD THE TRUSSES iN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN O D02 BC LL 0.0 PSF CA -ENG AEB/GWH .'7 O SPEC IT[CAT I08 PUBLISHED BY TME AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF FOGA ASTM A6SS 8440 GALT. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO # Nov 03 1999 ,► TOT.LD. 38.0 PSF SEON - 185799 AE..we F1102�� � ftwe CONVECTORS PER EACH FACE OF TRUSS, AND UNLESS 1 THIS LOCATED ON THIS ACCEPTANCE POSITION PROFESSIONAL CRAVINGS 160 A•I. HE SEA( OR TMIS DRONING DESIGN ACCEPTANCE OF SUITABILITY AE SPORSIGIIITI SOLELY FOR THE COMPONENT OLSIGN THE SU(TABILI TY AND USE OF IN IS USE OFNIS CIVIL OUR. FAC. 1.25 FROM E.D ts CA 95828 BUILDING RESPONSIBILITY COMPOREMT f0R ANY PARTICULAR BUILOIIR ES THE IESPONSIBILET/ 0/ THE BUILDING DESIGNER, PER ANSI/TPI 1.1995 SECTION E. �CN, SPACING 24. D" ( ' a (rARCHA-CHRIS CARTER /CHANEY - K-3 STEP/HIP [14' TUP CHORD 2x6 DF -L SS :T3 2x4 DF -L (11: BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard :W5, W12 2x4 DF -L #1: PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. n.: I! THIS AREA OF FLAT TOP CHORD TO BE BRACED AT 24' O.C. co N C7) C71 O W4X4 0 W2X6 M W2X4 M T3 W8X12 0 8 ri FA=T 2-0-0 W3X88 w 0-8-3 _1L .wz. W5X4(81) W3X8e W5X8!3 z w THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 5 DIMENSIONS) SUBMITTED BY TRUSS MFR. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W4X4 @ J&2 1)2 e 8 W12 W5X81a W3XB E__ 0-8" 3-,. --0-0 W5X4 B1 '6.,R ;j, s w 13-10-0 6-0-0 13-10-0 ¢ 12-8-0 8-4-0 12-8-0® I�----- V-.------� 33-8-0 Over 2 Supports R-1279 W-3.5' R-1279 N=3.5' Note: All Plates Are W1.5X4 Except As Shown. 0o PLT TYP. Wave TPI -95 R Design Criteria: TPI ST mtkt, CA/ -/I"- -/-/F Scale —.1875" Ft. I `-WARNING '• TRUSSES NEOUIRE EXTREME CARE 11 FABRICATION, NA11OLING. SHIPPING. INSTALLING AND L Q CT IYSTITUTE.REIN SB3 OO510-91 fINOfpID O...NDLIN5 INSTALLING SUITE .00- MADISONI,DYIUCS3F19),POFORSSAFETY PRACTICES(TRUSS PRIORPLATE TO TC LL 16.0 PSF REF R427--23389 pOj PERfORNII TNEf[ FU.ITT O11. 01111 OT.111.111 INDICATED. TOP CHORD SMALL HAVE 111111 LY ATTACHED YYY%%% TC DL 15.0 PSF DATE 11/03/99 r. STRUCTURAL PANELS. BOTTOM CHORD[ S.ALL MAV. A PROPERLY ATTACHED RIGID CEILING. --1NPORTANT-- FURNISH A COPY OF THIS DESIGN TO THE 11157ALLATION CONTRACTOR. ALPINE ERGIREENEO BC DL 7. 0 PSF DRW CAUSR427 99307046 PNOOUCT{. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS 0131611; ANT FAILURE TO BU IID THE TANSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING, INSTALLING AND ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN o�Doz BC LL 0.0 PSF CA -ENG AEB/GWH .'j CONNECTORSSPEC I ARE P'JALISNEO BY THE AMEASS)RICAN 40 ESTDAL . S PAPER ASSOCIATION) AND TF1. ALPINE Nov 03 1999 TOT. LD. 38. D PSF SEQN - 185861 Z EACH VAE AAE NAD. OF ZOGA ASTM HERON GREG CATE. STEEL. EXCEPT AS OMUTED.SITIC OAPCT CONNECTORS TO EACH FACE OF TR932. AND UNLESS OTHERWISE LOCATED OA THIS DESI6R, POSITION CONNECTORS PER DRAWINGS 1601% . THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING DUR. FAC. 1.25 FROM E.D •'rY RES►ONSIB [L ifY SOLELY FDA THE ippt5 COMPONENT DESIGN SeOYN. THE SOITAB Il1TY ARD USE Of THIS '9Tk. CP ��•I11C. COMPONENT FOA ANI PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER SPACING 24.0' ANSI/TPI 1.1998 SECTION E. K3 E: •� V o W5 ca 0 CY rs. FA=T 2-0-0 W3X88 w 0-8-3 _1L .wz. W5X4(81) W3X8e W5X8!3 z w THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 5 DIMENSIONS) SUBMITTED BY TRUSS MFR. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W4X4 @ J&2 1)2 e 8 W12 W5X81a W3XB E__ 0-8" 3-,. --0-0 W5X4 B1 '6.,R ;j, s w 13-10-0 6-0-0 13-10-0 ¢ 12-8-0 8-4-0 12-8-0® I�----- V-.------� 33-8-0 Over 2 Supports R-1279 W-3.5' R-1279 N=3.5' Note: All Plates Are W1.5X4 Except As Shown. 0o PLT TYP. Wave TPI -95 R Design Criteria: TPI ST mtkt, CA/ -/I"- -/-/F Scale —.1875" Ft. I `-WARNING '• TRUSSES NEOUIRE EXTREME CARE 11 FABRICATION, NA11OLING. SHIPPING. INSTALLING AND L Q CT IYSTITUTE.REIN SB3 OO510-91 fINOfpID O...NDLIN5 INSTALLING SUITE .00- MADISONI,DYIUCS3F19),POFORSSAFETY PRACTICES(TRUSS PRIORPLATE TO TC LL 16.0 PSF REF R427--23389 pOj PERfORNII TNEf[ FU.ITT O11. 01111 OT.111.111 INDICATED. TOP CHORD SMALL HAVE 111111 LY ATTACHED YYY%%% TC DL 15.0 PSF DATE 11/03/99 r. STRUCTURAL PANELS. BOTTOM CHORD[ S.ALL MAV. A PROPERLY ATTACHED RIGID CEILING. --1NPORTANT-- FURNISH A COPY OF THIS DESIGN TO THE 11157ALLATION CONTRACTOR. ALPINE ERGIREENEO BC DL 7. 0 PSF DRW CAUSR427 99307046 PNOOUCT{. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS 0131611; ANT FAILURE TO BU IID THE TANSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING, INSTALLING AND ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN o�Doz BC LL 0.0 PSF CA -ENG AEB/GWH .'j CONNECTORSSPEC I ARE P'JALISNEO BY THE AMEASS)RICAN 40 ESTDAL . S PAPER ASSOCIATION) AND TF1. ALPINE Nov 03 1999 TOT. LD. 38. D PSF SEQN - 185861 Z EACH VAE AAE NAD. OF ZOGA ASTM HERON GREG CATE. STEEL. EXCEPT AS OMUTED.SITIC OAPCT CONNECTORS TO EACH FACE OF TR932. AND UNLESS OTHERWISE LOCATED OA THIS DESI6R, POSITION CONNECTORS PER DRAWINGS 1601% . THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING DUR. FAC. 1.25 FROM E.D •'rY RES►ONSIB [L ifY SOLELY FDA THE ippt5 COMPONENT DESIGN SeOYN. THE SOITAB Il1TY ARD USE Of THIS '9Tk. CP ��•I11C. COMPONENT FOA ANI PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER SPACING 24.0' ANSI/TPI 1.1998 SECTION E. K3 CHRIS CARTER /CHANEY - L-1 TOP CHORD 2x6 DF -L #2 BOT CHORD 2x4 OF -L #1 WEBS 2x4 DF -L Standard _ PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 110 PSF BC LIVE LOAD PER UBC. co CV C" C7) O Tn V A O tx A w a w w z z w w z 1-6-0 1 11 8 _+-9-3- - -Over .2_Supppor"7,___� R-314 W-5.5' R-620 W-3.5' LA7 4im THIS DWG PREPARED FROM COMPHTFR IIIPIIT n nenc i nimcucinucn ciia—TTcn — Tore oma„ ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00' OC, BC @ 72.00" OC. DEFLECTION MEETS L1240.00 LIVE AND L/180.00 TOTAL LOAD. RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. m PLT TYP. Wave TPI -95 R Design Criteria: TPI(STD "WARNING— TRUSSES REQUIRE [ITR[ME CARE 14 FABRICATION, HANDLING, SNIPPING, INSTALLING ANDE*N �� Q� BRACING. REFER I? MIB•91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TP! (TRUSS PLATEv W, `, p7 INSTITUTE. SRS 0.OROFRIO DR.. SUJiE E00. MADISON, N7 33719), F0 SAFETY PRACTICES PRIOR TO7 p7 PERFORMI ND TRESS f0NC110N3. UBLESS OIXFRYI3[ IIDICATED. TOP CHORD SMALL HAVE PROPERLY ATTACHED ..--. STRNCTURµ PANELS. GDTTON CHORD SHALL tlA" A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT-• FURNISH A COPT OF 7X13 DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO: A L P I N E BUILD TME TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HAODLJIG. SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (RATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOC IAT IDR) As TPI. ALPINE C=) CONNECTORS ARE MADE OF E06A ASTM A653 GA40 GALY. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO0�1999 EACH ►ACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORSP[t�1,, DRAWINGS 160 A-1. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL E116INEENING` �&P� - COMPONENTILITY FOR ANYLELY FOR PARTICULARETRUSS BUILDINGOMPONENT DESIGN IS 731 RESPONSIBILITY Of THE BUILINGN. THE ITY AND ESIGNERSEP`� THISSNCVEOIICLI0, CA 95M . MSIJT►11-1993 SECTION 1. L_ ` 00 ` aA sl'• '+i i.° CA - 1 - - - F 't5°ale !.25" Ft. TC LL 16.0 PSF REF r„R427--23390 TC DL 15.0 PSF DATE 11/03/99 BC DL 7.0 PSF DRW CAUSR427 99307047 BC LL 0.0 PSF CA -ENG AEB/GWH * TOT.LD. 38.0 PSF SEON - 185713 DUR.FAC. 1.25 FROM E.D SPACING 24.0' c � (CARCHA-CHRIS CARTER /CHANEY - M-1 MON TOP CHORD 2x6 DF -L $2 BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard -)LATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. fa - 110 PSF BC LIVE LOAD PER UBC. co N Q) [77 W1.5X4 m W Em THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00' OC. BC @ 72.00' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. QI6 -o L -3-11-8---J 11-_3 O Over_.2_Suu ports R-305 W-5.5' R-649 W-3.5" d• . Ir 0o PLT TYP. Wave TPI -95\R Design Criteria: TPI STD (-VARMING•• TRUSSES REQUIRE EXTREME CARE IR FABRICATION, HANDLING, SHIPPERS. INSTALLING AND CT BRACING. REFER TO MID -91 (NANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE CT INSTITNTE, 5B3 D'ONOFRIO ON.. SATE EDD. MADISON, BI 53719), FOR SAFETY PRACTICES PRIOR TO p� PCRfOlNIl6 THESE FUNCTIONS. NNl[SS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED ^, STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACKED RIGID CEILING. IMPORTANT— FURNISH A COPT Of THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODOCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY OETIATION FROM THIS DESIGN; All FAILURE TO BUILD THE TRUSSES 19 CONFORMANCE VIER TPI; OA FABRICATING, HANDLING. SHIPPING, INSTALLING AND ALPINE OWING OF 7ROSSES. 7H IS DESIGN CONFORMS KITH APPLTCABLE PROVISIONS OF NDS (NATIONAL DESIGN ,•j SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE C� CONNECTORS ARE MAGE OF FOGA ASTM A963 GRAD GALT. STEEL, EICEPT AS NOTED. APPLY CONNfCTClS TO ,•T_. EACH FACE OF TRUSS, AND UNLESS OTBEIVISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER CRAVINGS 160 A - I. THE SEAR ON THIS CRAVING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING AF„�, p,.,,i„�c,�,l s IESPONSINILITY SOLELY FOR THE TEISS COMPONENT DESIGN SHOVN. THE SUITABILITY AND USE OF THIS �"Y �+�.� 95928 CON PON[IT FOR AMY PARTICULAR BOWING IS TME RESPONSIBILITY OF THE BUIl011G DESIGNER, PER /NSI/TPI 1.1995 SECTION E. M\ Scale—.25"/Ft. REF R427--23391 DATE 11/03/99 DR W CAUSR427 99307048 CA -ENG AEB/GWH SEQN - 185696 FROM E.0 CA - 1 - - F W- TC LL TC OL 16.0 15.0 PSF PSF r 8C DL 7.0 PSF Ew O-2002 BC LL 0.0 PSF Nor 03 1999 * TOT.LO. 38.0 PSF cml1 ,pP DUR.FAC. 1.25 SPACING 24.00 Scale—.25"/Ft. REF R427--23391 DATE 11/03/99 DR W CAUSR427 99307048 CA -ENG AEB/GWH SEQN - 185696 FROM E.0 (CARCHA-CHRIS CARTER /CHANEY - N-1 TOP CHORD 2x6 DF -L #2 BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard .)LATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 110 PSF BC LIVE LOAD PER UBC. cc CV C7J C" O F V .A A O a CN-. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC 24.00" OC, BC Q 72.00. OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. w5x4 = N\ W ncno �r11/ w3x4 WC11b (Al) Em � z �9 W0 I_ 11-3-0 _I_ 11-3-0 Q b � 22:6-0 Over 2 Supports O I R-954 W-3.5' _-- R-954 w-3.5° y L17 In M 0o PLT TYP. wave TPI -95\R Desi n Criteria: TPI STD CA - 1 - - F Scale - 25" Ft I rn rn t77 O L --WARNING-- TRUSSES REQUIRE EETRINE CARE IN FABRICATION, NAHOLING, SHIPPING, INSTALLING AND BRACINR. A"'A TO HID -91 (NAIDLINR INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE MTITUIE. 303 D•OAOf11O DA., SUITE 200. MADISON, HI ISMS. FOR SAFETY PRACTICES PRIOR TO PIRFORMIN6 THESE FORCTIOIS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL BASE PROPERLY ATTACHED STIUCTURAI PANELS, BOTTOM CHORD SMALL HAVE A PROPERLV ATTACHED 21610 CEILING. 0\,D W. Q- iyLTC TC LL 16.0 PSF DL 15.0 PSF REF R427--23393 DATE 11/03/99 DRw CAUSR427 99307050 ALPINE �P O.� 9If 'IMPORTART•' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: All FAILURE TO BU[LO THE TRUSSES IN COHFORMAHCE YETtl TPI: OR FAOAICAifI6, HANDLING. SHIPPING. [1STALlIRG AND USD IG OF TRUSSES. THIS OESI61 COIfORNS WITH APPLICABLE PROVISIONS OF ADS (RATIONAL DES16I SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND TAPER ASSOCIATION) AND TPI. ALPINE C0 AECT(IRS ARE MADE OF 206A ASTM ANSI GR40 GALS. STEEL. EXCEPT AS NOTED. AP►LY CONNECTORS TO EACH FACE OF TRUSS, AMD UNLESS OTHERWISE LOCATED 01 THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A•(. THE SEAL 01 THIS DRAMING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIAILITV SOLELY FOR THE TROSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF TXIf AR IS /TPlCORPT1,199SNS[CTIONCL AR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGIER, PER ayyl00Z tV NOY 03 1999 C�I�. '9 �� BC DL 7,0 PSF BC LL 0.0 PSF TOT. LD. 38.0 PSF CA -ENG AEB/GNH SEQN - 185407 D UR .FAC . 1 . 2 5 FROM E.0 SPACING 24. D (CARC+A-CHRIS CARTER /CHANI TOP CHORD 2x6 DF -L SS BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard Y - N -1D DRAG 2.9K W -GE FLIT :PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. Q I** THE MAXIMUM HORIZONTAL REACTION IS 3304# ** Co O W5X4 Ei; T L&-Qk RERED FROM COMPUTER INPUT (LOADS d DIMENSIONS) SUeM USS MFR. (T)NEGATIVE REACTIONS (R--598# MAX. SEE BELOW) REQUIRE UPLIFT CONNECTIONS CONTINUOUS TO FOUNDATION OR OFFSETTING DEAD LOAD. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. SEE DWG GAB98117 FOR ADDITIONAL REQUIREMENTS. f (A) CONTINUOUS LATERAL BRACING EQUALLY`SPACED ON'MEMBER. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIMB PFR H@E� TRUSS TRANSFERS 129.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARF Tn RF nFc7r.Nr:n Ry ENGINEER OF RECORD. A Cs7 AG C-.3 C=3 W3X4 Es z ..8-0-0 4 0 ' �11� I w L 11-3-0 I 11-3-0 I r` r 22-6-0 Over 2 Supports R-109 PLF W-15-6-0 R-1072/-598 W-3.5- Rh—+/ -213 PLF OVER 15-6-0 SHEAR WALL v Lc? Note: All Plates Are W1.5X4 Except As Shown. m PLT TYP CT t7> O Z . Wave IPI -95 K Design Criteria: TPI STD CA - 1 - - - F -Scale -.25./Ft. ALPINE _,N,,_., Alpine.i_,ft!>%CA 9s� Inc. •'YARNING•' TRUSSES REQUIRE EXTREME CARE TN FABRICATION. HANDLING. SNIPPING. INSTALLING AID IAACINB. REFER TO JI, (NANDLIWG IYSTAILIIS AND BRACING). AUBLTSHED B7 TPI (TRUSS PLATE INRTITOIE. SIS OFOROTIIO DR N SUITE x00. MADISON. N1 TOP CHO FOR SAFETY PRACTICES ATTAR TD ►EAFOIMIYR THESE fUtlCTI0Y1. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL NAYS PROPERLY ATTACHED STRUCTURAL PANELS. 807TOM CHORD SHALL HAVE A PROPERLY ATTACHED 11610 CEILING. ••IMPORTANT" FUR "SOA COPY OF THIS OESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEEAED PRODUCTS. INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CORFORMAYCE WITH TPI; ON FABRICATING. HANDLING. SHIPPING. INSTALLING AYD BRACING OF iNUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PR -11110115 Of .1 (NATIONAL DE116N 1►EC IFICATIOY ►UBLISNEO BT TME AMERICAN TUBE 'TAND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF FOGA ASTM ASS3 GRAD GALT. STEEL. EXCEPT AS NOTED. APPLY CORRECTORS TO EACH FACE OF TRUSS. ANO OGLER OTHERWISE IOCAiEO OR THIS DESIGN. POSITION CONNECTORS ►ER DRAWINGS (60 A- . INC SEAL ON THIf DRAWING INDICATES ACCEPTANCE Of PROFESSIONAL ENGINEERING CIMIEITRESPONSIBILITY FOR ANY PARTICILARLELY FOR ETRUSS BUILDING 13 TIETDESIGN SHOWN. THE RESPONSIBILITY OF THE BUILDINGTY ESIIGNNERSEA`I THIS ANNLITAI 1-1995 SECIIOR E. A 1,D W. EXP 2002 Nov03 1999 * * � ClVII.�P ��J111 TC LL 16.0 PSF TC DL 15.0 PSF BC DL 1.0 PSF B C L L 0.0 PSF TOT. LD. 38.0 PSF REF R427--23392 DATE 11/03/99 DRW CAUSR427 99307054 CA -ENG AE B /GRH SEON - 21773 DUR.FAC. 1.25 FROM E.D SPACING 24.0" (CARCHA-CHRIS CARTER /CHANEY - N-2 HIP [6'S TIP CHORD 2x6 DF -L SS :T2.2x4 DF -L #1: GOT CHORD 2x4,DF-L #1 WNS 2x4 DF -L Standard -PLY]) THIS OWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. r 'LATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. a IUSE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0' OC. ca :XTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. � iUPPORT EXTENSIONS EVERY 4.00 FT TO FLAT TC. ATTACH rn?x4 LATERAL BRACING TO FLAT TC @ 24.00' OC WITH 2-16d NAILS o IND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. CD110. z SUPPORT HIP RAFTER WITH CRIPPLES AT 05-07-14 OC. i W6X4 0 W3X8 Tf c.n E~ e r A O A x W4X6(B1) � W4X4 m, W4X6 z W1.5X4 M Q5 z w 1-6-0 ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. #1 HIP SUPPORTS 06-00-00 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. W6X6 - W4X6(B1) � .T.8-0-0 w L4--•.� ] 6.0 z 22-6-0 Over _2 Supports._. arv�' R-1812 W-3.5" R-1812 W-3.5 - ey ({ PLT TYP. Wave TPI -95\R F Design Criteria: TPI STD CA - i - I 07 CT •YARNING'• TRUSSES REQUIRE EITREHE CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND -0 ACII6. REFER TO BIB•!1 (HANDLING INSTALLING AND BRACING), ►UILISHED BY TPI (TRUSS PLATE NST IT., SBS D'OHOFHI. OR.. SUITE 100, MADISON. WE 53719). FOA SAFETY PRACTICES PRIOR TO PERFORMING 00 14! & TC LL 16 .0 PSF CT ^, THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STIDCTOIAL PANELS. BOTTOM CHORD SMALL NAVE A PROPERLY ATTACHED RIGID CEILING. -'IMPORTANT-' FURNISH T C D L 15.0 P S F A COPY OF THIS DESIGN TO THE INSTALLATIOR CONTRACTOR. ALPINE ENGINEER PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR BC DL 7.0 PSF d: ALPINE ANY DEVIATION FROM THIS DESIGN: ANY FAILURE IHILO THE TRUSSES 1N CONFORMANCE WITH TPI: OR FABAICATINB. HANDLING. SHIPPING, INSTALLING A DRACIIG OF iReSSES. THIS DESIGN CON/ORMS WITH APPLICABLE PROIISIONS OF NDS (NATIONAL DESIG C.BD�D , B C L L 0.0 PSF O `J.. S►ECIFECATIOM PURL ISHEO BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MAGE OF TOGA ASTM AIS3 GRAD GALT. STEEL, EICEPT AS NOTED. APPLY CONNECTORS TO Nov 03 1999 TOT, LD. 38.0 PSF tvpmG ,,,��,I �,V,,..,, FD���... .Sacrimmic. CA 959]8 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER CRAVINGS 160 A -I. TIE SEAL ON THIS OAANING INDICATES ACCEPTARCE OF PROFESSIONAL Ell.. COM►ONEITRESPONSIBILl TV FOR ANYLELY FOR THE TRUSS PARTICULAR BUILDING IS THE COMPONENT RESPONSI RESPONSIBILITY OF THE BUILDING SUITABILITY DESIGNER. PER THIS AISI/TPI 1.1995 SECTION E. CML 'O►�� m000r DUR.FAC. 1.25 SPACING 24.0" NZ Scale-.25"/Ft. REF R427--23394 DATE 11/03/99 DR W CAUSR427 99307051 CA -ENG AEB/GWH SEAN - 185377 FROM E.0 qR I a-Sg8 STRUCTURAL CALCULATIONS Frank M. Glazewski architect Structural designer 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Fax (530) 894-3422 Vey l 1 1 1 1 1 1 �� 1 �, 1 1 1 1 1 1 1 1 1 Frank Glazewski - Architect Date 11/7/99 1907 Mangrove Avenue Suite E Chico, California .95926 Tel (530) 343-4630 General data Job name , Chaney residence Job No. Code used j1997 Uniform Building Code Jurisdiction Butte County Wind loading Basic wind speed 75 mph Exposure B i Design method (Normal force method Structure category Enclosed Seismic _ Seismic zone 3 Gravity loading _ Roof live load 16 ;psf Reducible Floor live load 40 'psf Balcony live load 60 ,psf Soil data �� � � diY - � cis tr S - Allowable bearing 1.500 ksf 14 - 5'" �" �'t v�o S� i(S v¢.��8-10 UBC Classification 4 OCT -20-2000 12:25 AM FRANK M GLAZEWSKI - ARCH 520 441 6221 250 O� FRANK M. GLAZZWSKI' Architect 1907 Mangrove Av=9 SWte E Ch1w, Califon da 95926 530!3434830 530/894-3422 fax P. 02 October 16, 2000 Department of Development Services Building Division 7 County Center Drive Oroville, California 95965 Atte: Philo Hunt Re: Cheney reeldence---#i ' Permit No 99-2598555 Circle Drive, Oroville Philo, This letter is in reference to our conversation earlier today. 10! f 00 It hast been brought to my, intention that the contractor did not install the cave blocking to thatch the plans. Apparently the eave blocks have been held dawn from the roof sheathing to allow for eave ventilation. This did not allow the diaphragm edge nailing to be installed as noted on the drawings. The contractor did install all required blocks and hardware. At this time, the roof material is installed ,. and it would be a considerable expanse to revise the blocking and edge nailing to thatch the plans. I have reviewed the drawings and have made the following observation: The diaphragm shears are relatively low, and do not require any blacking. The. roof is a hip, and much of the diaphragm perimeter is bounded by a fascia line. 'i'hc 'roof sheathing has been nailed to this perimeter member. It is my opinion that the in -plane shears that arc required to be transferred to the lateral resisting elements are low enough that the installed blocking and other hardware will work in rotation to transfer the forces to the top plate. ; While the plan details are recognized as typical construction and are the recommended standard practice in the field, it is also recc*dzed that judgement can also be applied in unique Atuations to allow van' n from these standard practices. Jr is my opinion that the omission of the edge nailing to the bl will not likely adversely affect the structural integrity of this structure. if you c any questions regarding this mattes, please feel free to contact this office. Sin r a Glaxewski hitect Soil Frank Glazewski - Architect Date 11/7/99 1907 Mangrove Avenue Suite E Chico, California 95926 ' Tel (530) 343-4630 Soil data ' Description Chaney residence Soil classification:4 ,Reference table 18-1-A 1994 UBC Soil weight: 0N11' kcf Input data for user defined classification ksf Allowable bearing pressure 0.000 ksf Max. allowable pressure 0.000 ksf Increase for depth 0.000 ksf/ft depth Increase for width 0.000 ksf/ft width Friction coeficient 0.000 Lateral bearing (passive) 0.000 ksf/ft. of depth below grade Increase for wind/seismic 1.330 Include footing weight when calculating soil pressure ? . yes Soil data used for design Allowable bearing pressure Max. allowable pressure Increase for depth Increase for width Friction coefficient Lateral bearing (passive) Increase for wind/seismic Resistance 1.500 ksf 4.500 ksf 0.300 ksf/ft depth 0.300 ksf/ft width 0.250 0.150 ksf/ft. of depth below grade 1.330 0.000 ksf Page 1 3 IoCJGI SJmM0.i�/, root (w , 4-1, G t ) 6i, C, �V 2. •v� e p� M7 U P 6 �L pL- i NniS ( sr - 2o.3 '2 -o,-3 �S2 zl'DPSf �L IC, 0Ps� 6i, C, �V 2. •v� e p� M7 U P 6 �L pL- i Roof framipg Frank M. Glazewski Architect /- SHEET NO. JOB `P BY DATE Gwd&I-f-v�sSes f21= •�6�K �5.c�� ISo� ---------- R3:: S I K D- — --- -- ------------ -, f N K I -- -------- Fri= 3,s-5(DI` F,z.= 3,ofoS� Frank M. Glazewski Architect JOB SHEET NO. BY DATE Frank M. Glazewski Architect ' JOB BY SHEET NO. DATE '� 't ' JOB BY 1 11 Frank M. Giazewski Architect SHEET NO. 1 DATE Frank M. Glazewski Architect SHEET NO. DATE w Seivns s Kg I ---- -4,zs-/ C�1aa,R6.I _— PI vj L f 1 _�- 1 w I : �3o%Z I•S� , 03-4 +,02-0 (2-12- 4- E),03-.+,020 �-�- G- � (2w�ud fa • 96o K` off) P,: �o�IZ.rJ.r�'I 1 r':', 4: 1 i� 1 1 1 1 1 1 61- WT- I, = (�'12 4 1,S), 02.0 R (--. -( 3 ' k tz Z, ' P-3 =. 1, P -,j 63 VA. ax L21- s fZB T vv 2�/2 o S 3-5 LI ' . (A ------------------ z R, i W 1� , o I S- �'/ " . . 2- F -g -q jZ(3 2-, 1 -1 Y�1..,.Oty =�JOS7 VJ x I F2 to -2S F ? s (^ pt sp m C12 + 1,S) , o3-4- 4 , 0-2 o P" MMax: Z-32. (( - 69 lb3�A ( iiq i Z 3 C12 + 1,S) , o3-4- 4 , 0-2 o P" MMax: Z-32. (( - 69 lb3�A ( iiq 03�) j2a= qXILc��=Z i �w.aX = 3• �(7 �� P2 : Sr, 03�` mp,"x : 4,10- E, I Z S0 Z -L y 5. -VI-I •10- rri 1•75),03q + 1,7�'(.o3q)-I-,03o Y, C) S,IZS0Z2y=-VI-I 2 Z r % TP - 4-3 rA 3- 55 V1 4- /,,7 035) WI%CZ2,S�Z4-I,E),a3-�4-,v3o -- ,Soz VJy, (3/2--I•1,5) ,03-+4•D30.I4I�� pI, 1.92 �`� 10 r fO I ri Hol w� i �L 2,3Z, WIC ax IK 0 vi L V-�� TI VJC�z+l•�S�G q D U)2, - (� L.+c.��),�3�+ �.�, (o3y, x, 030 - , �,2s��' 11 , 6y6dfal 20 1 1 . Foundation des�c�n 1 l Frank M. Glazewski Architect JOB SHEET NO. BY DATE i vl e +o U I,Skl� a((uw vi W-4 wry- 312/2 (o3�)/z3,S+ ►c (_o`{�)fw,C4. ok- _- )-I ii (o✓�G� 110 f' tJ3-Pa—j � 2r, w�o(.t O � )-I wl r VL 4 WcQQ :, 0 10 �S 1' wSLQ %.oqo KS�, ale) p �3 (/AA, ' SPJ-K to IZ'- D" 13'.0„ Vnux. -��plCtil - OO/ C�IydePy vJ-rt., (-OSO) 4, 0 ►S -f-ry `{ X IOd�#Z HOW TO USE THESE TABLES 1. Determine the live load deflection criteria (MINIMUM CRITERIA PER CODE- 3. Select the on -center spacing you prefer. L1360 or IMPROVED PERFORMANCE SYSTEM - L/480) and locate the 4. Scan down the column until ydu meet or exceed the span of your application. appropriate table. 5. Scan left in the row to locate the TJIOjoist series and depth which satisfies your ' 2. Identify the loading condition (40 PSF LIVE LOAD/ 10 PSF DEAD LOAD or condition. 40 PSF LIVE LOAD 120 PSF DEAD LOAD) and move to the appropriate section of the table. IJ MINIMUM CRITERIA PER CODE L/360 LIVE LOAD DEFLECTION IMPROVED PERFORMANCE SYSTEM - -- L/480 LIVE LOAD DEFLECTION DEPTH TJI®/Pro'" 12" o.c. 16" o.c. 19.2" o.c. *24" o.c. 16" o.c. "` 150 18'-8" 17'-1" 16'-2" 14'-11" C' 9s2 250 19'-6° 17'-10" 16'-10" 15'-8" oro 27'-8" 150 22'-3" 20'-4" 18'-10" 15'-0" o ® Not Required 250 23'-3" 21'-3" 20'-0" 16'-10"(2) U_ 117/e" 350 24'-10" 22'-8" 21'-4" 9'-11"(2) o 0 550 28'-2" 25'-8° 24'-2" 22'4" Qp 250 26'-5" 24'-1' 22' fJ 18'-11'(2) O o .14" 350 28'-2" 15'-8" < Ul'-4"(2) > 0 550 32'-0" 29'-1" " Q 25'-b°(') J LL c 250 29'-3" 26'-811(2) 22'-9"(2) 18'-11 °(2) as o :2 v 16" 350 31'-2" 28'-5"( 26 2) 21'-02) 550 35'-5" 32'-3 -4"(1) 26'-9"(1)(2) 150 16'-11° 16 14'-7" 12'-6" 0 91/2 250 19'-6" 0 16'-6' 13'-5" oro 150 22'-3" - 15'-8" 12'-6" o e 250 230.'-3° ) 19'-1 "(2) 15'-9"(2) F 117/e" 350 24'-1 19'_2" 20'-8"(2) 17'-9"(z) N a 0 117/v 550 27' -4" 23'-11' 22'-3"(1)(2) p 250 25'-6" 23'-2"(2) 19'-9"(2) 15'-9"(2) go 14" 350 2W-2 25'-1 "(2) 22'-2"(2) 17'-9"(2) > 0 14" 550 31'-7" 28'-9" 27'-1'(1)(2) 22'-5"(1)(z) N a 250 281-11"(2) 23'-8"(2) 19'-911(2) 15'-9"(2) N c 16 350 31'-2"(2) 26'-8"(2) 22'-2"(2) 17'-9"2 a N 16" 550 35'-0" 31'-10"(1) 28'-1 "(1)(2) 22'-5'(')(2) IMPROVED PERFORMANCE SYSTEM - -- L/480 LIVE LOAD DEFLECTION Long term deflection under dead load which includes the effect of creep, common to all wood members, has not been considered for any of the above applications. Shaded spans reflect initial dead load deflection exceeding 0.33", which may be unacceptable. For additional information, refer to our TJ -Beam'" or TJ-Xpert' software or contact your Trus Joist MacMillan representative. (1) Web stiffeners are required in hangers when the TJIO/Pro'" 550joist span is greater than the spans shown in the following table: TJI®/Pro" DEPTH I TJI®/Pro'" 12" o.c. .16" o.c. 19.2" o.c. 24" o.c. 12" o.c.- I 16" o.c. 19.2" o.c. 150 16'-11" 15'-5" 14'-7" 13'-7" j N 9s/z" 250 17'-8" 16'-1 ° 15'-2" 350 oro 27'-8" 150 20'-1" 18'-4" 17'-4" 15'-0" o® Not Required 250 21'-0" 19'-2" 18'-1" 16'-10"(2) LL. — F 117/8".. 350 :' 22'-5" 20'-5" 19'-3" IT- 11 " 0 4 0 .550 - 25'-6" 23'-2" 21'-10" 20'-3" Q p :: 250 23'-10" 21'-9" 20'-6"(2) 18'-11 "(2) O o 14" " •. 350 25'-6" 23'-2" 21'-10" 20'-4"(2) > a ....550 28'-11" 26'-3" 24'-9" 23'-0" 250 26'-5" 24'-1" 22'-9"(2) 18'-11 °(2) as o :2 v 16" 350 28'-2" 25'-8" 24'_211(2) 21 550 32'-0" 29'-1 " 27'-5" 25'-5 150 16'-11° 15'-5" 14'-7" 12'-6" O N 9'/z"r250 250 17'-8" 16'-1 ° 15'-2" 13'-5" pro 150 20'-1" 18'-4" 15'-8" 12'-6" Z5 "(2) _91L 21'-0" 19'_2" 18'-1 15'-9"(2) a 0 117/v 350 22'-5" 20'-5" 19'-311(2) 17'-9"(2) o„ Q550 0 25'-6" 23'-2" 21'-10" 20'-3"(1) p 250 23'-10" 21,_9„(2) 19'-9"(2) 15'-91-(2) O o 14" 350 25'-6" 23'-2"(2) 211-1011(2) 17'-9"(2) > 0 550 28'-11 ° 26'-3 24'-9" 22'-5"(1)(2) N c 250 26'-5' 23'-81(2) 19'-9"(2) 15'-9"(2) a N 16" 350 28'-2" 25'-8"(2) 550 32'-0" 29'-1" 27'-5"(')(2) 22'-5"(1)(2) Long term deflection under dead load which includes the effect of creep, common to all wood members, has not been considered for any of the above applications. Shaded spans reflect initial dead load deflection exceeding 0.33", which may be unacceptable. For additional information, refer to our TJ -Beam'" or TJ-Xpert' software or contact your Trus Joist MacMillan representative. (1) Web stiffeners are required in hangers when the TJIO/Pro'" 550joist span is greater than the spans shown in the following table: TJI®/Pro" 40 PSF LIVE LOAD, 12 PSF DEAD LOAD 40 PSF LIVE LOAD, 22 PSF DEAD LOAD 40 PSF LIVE LOAD, 20 PSF DEAD LOAD" 12" o.c. 1 16" o.c. 19.2" o.c. 24" o.c. 12" o.c.- I 16" o.c. 19.2" o.c. 24" o.c. 550 Not Required I Not Required 28'-8" 22'-11 " Not Required 29'-10" 24'-10" 19'-10" (2) Web stiffeners are required at intermediate supports of continuous span joists in conditions where the intermediate bearing width is less than 5'/a" and the span on either side of the intermediate bearing is greater than the spans shown in the following table: TJI®/Pro '" 40 PSF LIVE LOAD, 10 PSF DEAD LOAD' 40 PSF LIVE LOAD, 20 PSF DEAD LOAD" 12" o.c. T 16" o.c. 1 19.2" o.c. 1 24" o.c. 12" o.c. 16" o.c. 1 19.2" o.c. 1 24" o.c. 150 Web Stiffener Not Required Web Stiffener Not Required '250 Not Required 24'-3" 20'-2" 16--l" 26' -Il' 20'-2" 16'-9" 13'-5" 350 Not Required 27'-8" 23'-1" 18'-5" 30'-9" 23'-1" 19'-2" 15'-4" 550 Not Required 25'-8" Not Required 26'-11 " 21'-6" 12 PSF Dead Load atTJl`9/Pro'" 550joists. "22 P5F Dead Load atTJIO/Pro' 550joists. GENERAL NOTES Tables are based on: • Assumed composite action with a single layer of appropriate span - rated glue -nailed wood sheathing for deflection only (spans shall be reduced 5" when sheathing panels are nailed only). • Uniformly loaded joists. • Increase for repetitive member use has been included. • Spans shown are clear distance between supports. • Most restrictive of simple or multiple span. 0 For loading conditions not shown, refer to PLF tables on Pape 11. WEB STIFFENER REQUIREMENTS FLOOR r PERf03,+tANCE�� • • Required if the sides of the hanger do not laterally support the TJI®joist top flange or per footnotes on pages 20 and 21. • End Bearings: TJI©/Pro " 150, 250 or 350 joists - not required. . TJI®/Pro'' 550 joists - may be required in hangers (see footnote 1 above). • Intermediate Bearings: Not required at intermediate bearing where joists are continuously spanned and the intermediate bearing is at least 51/4" wide. For intermediate supports less than 51/4" wide, web stiffeners may be required (see footnote 2 above). rMTS 71 File >GIRDER 2:32 AM 1.0/30/99 ------------------------------------------------------------------------ Rev 6-22-95 Typical floor girder ------------------------------------------------------------------------ Description >>Typical floor girder ------------------------------General data ----------------------=------- w uniform > .665 kips/ft Support spacing > 6.000 feet Soil brg. cap. > 1.000 ksf Try > 3.500 in. x 9.250 in. girder --------------------------Lumber design values -------------------------- Base values Species Grade Fb Ft Fv Fc± Fc-, E DFL NO2 875 575 95 625 1300 1600000 Member width > 3.500 inches Member depth > 9.250 inches Repetitive (y/n)? > n Size factor Cf (apply to Fb) > 1.200 Size factor Cf (apply to Ft) > 1.100 Size factor Cf (apply to Fc») > 1.000 Repetitive member factor Cr > 1.000 Adjusted values Species. Grade Fb Ft Fv Fc± Fc E DFL NO2 1050.000 632.500 95.000 625.000 1300.000 1600000 ---------------------------------Summary-------------------------------- S req > 34.200 in''3 S > 49.911 in�3 <ok> A req > 31.500 inA2 A > 32.375 inA2 <ok> I > 230.840 inA4 Total load deflection > .053 inches <ok> -------------------------------- Footings -------------------------------- Reaction > 3.990 kips Footing size > 25.140 inches square 12.000 inches deep SF 'l°�s� -bblame • ✓iVX� �: ��ia�' f �� /!/SNS nil �ZI� �V SN ACL = d o,s =d 2•� tL° "� �� ,x,,569' - Ctho>ol*(eio�Z�S =^'► "10 X11 (Z Z.0�y NrleO� LVro I l r . I � -1'3 r- - R6--4 1 1 (,`tS 4- 13 !W to 36/,(,.37).5 f �(,o� _ .NZ3 i� 6/,(,.37),S- Sze p' 3� µ - 6 /� ' 2.32 yz I CjrIq p, 3e --,Q fl -G a. -4K 4- DZ ------------ 2(� PT FTG2 2:44 AM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 10/30/99 Description >>F -1 -------------Load data ------------- ==------------Soil data ------------- P > 5.380 kips Soil brg capacity> 1.000 ksf Uniform load > .000 kips/ft Live load % > 80.000 -------------- Concrete - ------------ ----------Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi M > 18.824 0 > .900 ------------------------------Footing data ------------------------------ Footing size > 2.670 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > 1.069 kips Total P axial > 6.449 kips Total bearing pressure > .905 ksf <ok> Net bearing pressure > .755 ksf Factored bearing pressure > 1.238 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 3.310 kips Vn=Vc=2(F'c) " .5*bw*d > 25.632 kips 0 Vn > 23.069 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 8.273 kips Vn=Vc=4(F'c)^.5*bo*d > 51.200 kips 0 Vn > 46.080 kips -------------------------Footing reinforcement --------------------------- Mu=(P net)*bl"2/2 > 1.103 ft-kips/ft Required Rn=(Mu/O)bd"2 > 19.148 psi Required p (bending moment) > .0005 Required As (bending moment) > .046 inA2/ft = .123 in�2 Min. required p UBC 2610(f) > .0006 3301 increase applied Min. required As UBC 2610(f) > .061 inA2/ft = .164 inA2 Minimum reinforcement as governed by: --Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. ' 1 No. 6 bars e.w. 1 No. 7 bars e.w. P IPT FTG2 2:45 AM Minimum reinforcement as governed by: --Minimum reinforcement -- 2 No. 4 bars e.w. 1 No. 5 bars e.w. ' 1 No. 6 bars e.w. 1 No. 7 bars e.w. Rev 9-30-93 Point footing 10/30/99 -------------=------------------------------------------ Description >>F -3 -------------Load data ------ = ------ --------------Soil data ------------- P P > 5.090 kips Soil brg capacity> 1.000 ksf Uniform load > .695 kips/ft Live load % > 80.000 -------------- Concrete ------------- ----------Reinforcing steel -------- - F'c > 2.500 ksi Fy > 40.000 ksi m > 18.824 G > ..900 ------------------------------Footing data ------------------------------ Footing size > 3.000 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > 1.350 kips Total P axial > 8.525 kips Total bearing pressure > .947 ksf <ok> Net bearing pressure > .797 ksf Factored bearing pressure > 1.307 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 4.576 kips Vn=Vc=2(F'c)A.5*bw*d > 28.800 kips 0 Vn > 25.920 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 11.186 kips Vn=Vc=4(F'c)A.5*bo*d > 51.200 kips 0 Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*b1A2/2 > 1.471 ft-kips/ft Required Rn=(Mu/O)bdA2 > 25.536.psi Required p (bending moment) > .0006 Required As (bending moment) > .062 in'2/ft = .185 in�2 Min. required p UBC 2610(f) > .0009 33% increase applied Min. required As UBC 2610(f) > .082 inA2/ft = .246 inA2 Minimum reinforcement as governed by: --Minimum reinforcement -- 2 No. 4 bars e.w. 1 No. 5 bars e.w. ' 1 No. 6 bars e.w. 1 No. 7 bars e.w. ------------------------- --Footing stresses ---------------------------- Diagonal tension - factored loads -one way action <ok> Vu=(P net)*(effective area) PT_FTG2 4.378 kips 2:45 AM Vn=Vc=2(F'c)�.5*bw*d ------------------------------------------------------------------------ Rev 9-30-93 Point footing 10/30/99 G Vn ------------------:------------------------------------------- 25.920 kips Diagonal tension - factored loads Description >>F-4 way action <ok> Vu=(P net)*(effective area) > 10.703 kips Vn=Vc=4(F'c)A.5*bo*d > -------------Load data ------------- kips --------------Soil data------------- > 46.080 P > 4..780 kips Soil brg capacity> 1.000 ksf Uniform load > .695 kips/ft Mu=(P net)*b1A2/2 > 1.407 Live load 1 > 80.000 -------------- Concrete ------------- ----------Reinforcing steel --------- 24.433 FIc > 2.500. ksi Fy > 40.000 ksi .0006 m > 18.824 Required As (bending moment) > .059 inA2/ft = .177 inA2 > .900 0--------------- Min. required p UBC 2610(f) > .0008 331 increase applied ---------------- ---- --------- 7- Footing data ------------------------------ inA2/ft = .235 inA2 Footing size > 3.000 feet Footing thickness (t) > 12.000 inches <ok> �. Distance to reinf. (d) > 8.000 inches Footing weight > 1.350 kips �. Total P axial > 8.215 kips Total bearing pressure > .913 ksf <ok> Net bearing pressure > .763 ksf Factored bearing pressure > 1.251 ksf (1.7*LL+1.4*DL) ------------------------- --Footing stresses ---------------------------- Minimum reinforcement as governed by: ---Minimum reinforcement -- 2 No. 4 bars e.w. 1 No. 5 bars e.w. ' 1 No. 6 bars e.w. 1 No. 7 bars e.w. t Diagonal tension - factored loads -one way action <ok> Vu=(P net)*(effective area) > 4.378 kips Vn=Vc=2(F'c)�.5*bw*d > 28.800 kips G Vn > 25.920 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 10.703 kips Vn=Vc=4(F'c)A.5*bo*d > 51.200 kips G Vn > 46.080 kips ------------------ ------- Footing reinforcement -------------------------- Mu=(P net)*b1A2/2 > 1.407 ft-kips/ft Required Rn=(Mu/G)bdA2 .> 24.433 psi Required p (bending moment) > .0006 Required As (bending moment) > .059 inA2/ft = .177 inA2 Min. required p UBC 2610(f) > .0008 331 increase applied Min. required As UBC 2610(f) > .078 inA2/ft = .235 inA2 Minimum reinforcement as governed by: ---Minimum reinforcement -- 2 No. 4 bars e.w. 1 No. 5 bars e.w. ' 1 No. 6 bars e.w. 1 No. 7 bars e.w. t 2`► PT FTG2 2:45 AM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 10/30/99 Description >>F-5 -- - - - - - - - - -- - Load data ------------- --------------Soil data -------------- P > 5.030 kips Soil brg capacity> 1.000 ksf Uniform load > .653 kips/ft Live load % > 80.000 -------------- Concrete ------------- ----------Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > .900 ------------------------------Footing data ------------------------------ Footing size > 3.000 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > 1.350 kips Total P axial > 8.339 kips Total bearing pressure > .927 ksf <ok> Net bearing pressure > .777 ksf Factored bearing pressure > 1.274 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 4.457 kips Vn=Vc=2(F'c)�.5*bw*d > 28.800 kips 0 Vn > 25.920 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 10.896 kips Vn=Vc=4(F'c)".5*bo*d > 51.200 kips 0 Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*bl"2/2 > 1.433 ft-kips/ft Required Rn=(Mu/0)bdA2 > 24.874 psi Required p (bending moment) > .0006 Required As (bending moment), > .060 in�2/ft = .180 in�2 Min. required p UBC 2610(f) > .0008 33% increase applied Min. required As UBC 2610(f) > .080 inA2/ft = .240 inA2 ' Minimum reinforcement as governed by: --Minimum reinforcement -- 2 No. 4 bars e.w. ' 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. r 30 IPT_FTG2 2:45 AM Minimum reinforcement as governed by: --Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. ' 1 No. 6 bars e.w. 1 No. 7 bars e.w. Rev 9-30-93 Point footing 10/30/99 -------------------------------------------------------- Description >>F-6 - --.--=---- ---Load data ------------- --------------Soil data------------- ' P > 2.130 kips. Soil brg capacity> 1.000 ksf Uniform load > .653. kips/ft •' Live load % > 80.000 -------------- Concrete ------------- ----------Reinforcing steel --------- F'c > 2.500 ksi Fy > 40.000 ksi m > 18.824 (d > .900-- ----------------- ----- ---Footing data ------------------------------ Footing size > 2.160 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > .700 kips Total P axial > 4.240 kips Total bearing pressure > .909 ksf <ok> Net bearing pressure > .759 Factored bearing pressure > 1.245 ksf ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- ' Diagonal tension — factored. loads - one way action <ok> Vu=(P net)*(effective area) > 2.007 kips Vn=Vc=2(F'c),.5*bw*d > 20.736 kips 0 Vn > 18.662 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 5.253 kips Vn=Vc=4(F'c)".5*bo*d > 51.200 kips 0 Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*b1A2/2 > .726 ft-kips/ft ' Required Rn=(Mu/O)bdA2 > 12.601 psi Required p (bending moment) > .0003 Required As (bending moment) ' > .030 inA2/ft = .066 inA2 Min. required p UBC 2610(f) > .0004 33% increase applied ' Min. required As UBC 2610(f) > .040 inA2/ft = .087 inA2 Minimum reinforcement as governed by: --Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. ' 1 No. 6 bars e.w. 1 No. 7 bars e.w. ' 3( PT FTG2 2:46 AM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 10/30/99 Description »F -8 -------------Load data ------------- ----------.----Soil data------------ P > .2.700 kips Soil brg capacity> 1.000 ksf Uniform load > .738 kips/ft Live load % > 80.000 ' -------------- Concrete ------------- ----------Reinforcing steel --------- F'c > 2.500 ksi Fy > 40.000 ksi m > 18.824 > '0 _900 ----- Footing -------------- ------- data ------------------------------ Footing size > 2.330 feet Footing thickness (t) > 12.000 inches <ok> ' Distance to reinf. (d) > 8.000 inches Footing weight > .814 kips ' Total P axial > 5.234 kips Total bearing pressure > .964 ksf <ok> Net bearing pressure > .814 ksf Factored bearing pressure > 1.335 iksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- --------------------------- Diagonal tension - factored loads - Diagonal-tension one way action <ok> Vu=(P net)*(effective area) > 2.587 kips Vn=Vc=2(F'c)A.5*bw*d > 22.368 kips ' G Vn > 20.131 kips Diagonal tension - factored loads - two way action <ok> ' Vu=(P net)*(effective area) > 6.655 kips Vn=Vc=4(F'c)A.5*bo*d > 51.200 kips 0 Vn > 46.080 kips 1 -------------------------Footing reinforcement -------------------------- Mu=(P net)*b1A2/2 > .906 ft-kips/ft Required Rn=(Mu/0)bdA2 > 15.729 psi ' Required p (bending moment) > .0004 Required As (bending moment) > 038 in�2/ft = .088 in�2 Min. required p UBC 2610(f) > .0005 33o increase applied Min. required As UBC 2610(f) > .050 inA2/ft = .117 inA2 ' Minimum reinforcement as governed by: --- Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. ' 1 No. 6 bars e.w. 1 No. 7 bars e.w. 1 3Z ' PT FTG2 2:46 AM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 10/30/99 Description » F -9 -------------Load data ------------- --------------Soil data ------------- P P > 2.700 kips Soil brg capacity> 1.000 ksf Uniform load > .405 kips/ft Live load % > 80.000 -------------- Concrete ------------- ----------Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > .900 ----------------- ------------- Footing data ------------------------------ Footing size > 2.330 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > .814 kips ' Total P axial > 4.458 kips Total bearing pressure > .821 ksf <ok> Net bearing pressure > .671 ksf Factored bearing pressure > 1.101 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- ' Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 2.133 kips Vn=Vc=2(F'c)".5*bw*d > 22.368 kips ' G Vn > 20.131 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 5.486 kips Vn=Vc=4(F'c)A.5*bo*d > 51.200 kips ' 0 Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*b1A2/2 > .747 ft-kips/ft Required Rn=(Mu/G)bdA2 > 12.968 psi ' Required p (bending moment) > .0003 Required As (bending moment) > .031 inA2/ft = .073 in"2 Min.. required p UBC 2610(f) > .0004 33% increase applied ' Min. required As UBC 2610(f) > .042 in�2/ft = .097 inA2 ' Minimum reinforcement as governed by: --- minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. ' 1 No. 6 bars e.w. 1 No. 7 bars e.w. ' Minimum reinforcement as governed by: --Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. ' 1 No. 6 bars e.w. 1 No. 7 bars e.w. i PT_FTG2 2:46 AM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 10/30/99 Description »F -10 -------------Load data -------_----- -----------..---Soil data----------- , P > 3.150 kips Soil brg capacity> 1.000 ksf Uniform load > .000 kips/ft ' Live load o > 80.000 -------------- Concrete ------------- ----------Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > 18.824 .900 0 ' ---------------- >--- -----Footing data ------------------------ Footing size > 2.000 feet Footing thickness (t) > 12.000 inches <ok> ' Distance to reinf. (d) > 8.000 inches Footing weight > .600 kips ' Total P axial > 3.750 kips Total bearing pressure > .938 ksf <ok> Net bearing pressure > .788 ksf ' Factored bearing pressure > 1.292 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- ' Diagonal tension - factored loads.- one way action <ok>. Vu=(P net)*(effective area) > 1.722 kips Vn=Vc=2(F'c)A.5*bw*d > 19.200 kips ' G Vn > 17.280 kips .Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 4.592 kips Vn=Vc=4(F'c)A.5*bo*d > 51.200 kips ' G Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*b1A2/2 > .646 ft-kips/ft Required Rn=(Mu/G)bdA2 > 11.211 psi ' Required p (bending moment) > .0003 Required As (bending moment) > .027 in�2/ft = .054 in�2 Min. required p UBC 2610(f) > .0004 33% increase applied Min. required As UBC 2610(f) > .036 inA2/ft = .072 inA2 ' Minimum reinforcement as governed by: --Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. ' 1 No. 6 bars e.w. 1 No. 7 bars e.w. i r 34 IPT_FTG2 2:47 AM Minimum reinforcement as governed by: --Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. ' 1 No. 6 bars e.w. 1 No. 7 bars e.w. Rev 9-30-93 Point footing 10/30/99 -------------------------------------------------------- Description »F-11 -------------Load data ------------- - - ------------ Soil data ------------- P P >. 4-.820 kips Soil brg capacity> 1.000 ksf Uniform load > 000 kips/ft Live load a > 80.000 -------------- Concrete ------------- ----------Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > .900 ' ------------------------------ Footing data ------------------------------ Footing size > 2.500 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > .938 kips ' Total P axial > 5.758 kips Total bearing pressure > .921 ksf <ok> Net bearing pressure > .771 ksf Factored bearing pressure > 1.265 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- ' Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 2.898 kips Vn=Vc=2(F'c).5*bw*d > 24.000 kips ' G Vn > 21.600 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 7.343 kips Vn=Vc=4(F'c)*'.5*bo*d > 51.200 kips 0 Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*b1A2/2 > .988 ft-kips/ft Required Rn=(Mu/O)bdA2 > 17.155 psi ' Required p (bending moment) > .0004 Required As (bending moment) > .041 in�2/ft = -.103 in�2 Min. required p UBC 2610(f) > .0006 3301 increase applied Min. required As UBC 2610(f) > .055 inA2/ft = .137 inA2 Minimum reinforcement as governed by: --Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. ' 1 No. 6 bars e.w. 1 No. 7 bars e.w. ' 1S PT FTG2 2:47 AM Minimum reinforcement as governed by: --- Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. Rev 9-30-93 Point footing 10/30/99 ------------=------------------------------------------- Description »F-11.1 -------------Load data ------------- --------------Soil data ---- .--------- P > 4.470 kips Soil brg capacity> 1.000 ksf Uniform load > .000 kips/ft Live load % > 80.000 -------------- Concrete ------------- ----------Reinforcing steel --------- F'c > 2.500 ksi Fy > 40.000 ksi m > 18.824 G > .900 ' ------------=-----------------Footing data ------------------------------ Footing size > 2.500 feet Footing thickness (t) > 12.000 inches <ok> ' Distance to reinf. (d) > 8.000 inches Footing weight > .938 kips ' Total P axial > 5.408 kips Total bearing pressure > .865 ksf <ok> Net bearing pressure > .715 ksf Factored bearing pressure > 1.173 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 2.688 kips Vn=Vc=2(F'c) , .5*bw*d > 24.000 kips G Vn > 21.600 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 6.809 kips Vn=Vc=4(F'c)".5*bo*d > 51.200 kips ' 0 Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*b1,2/2 > .916 ft-kips/ft ' Required Rn=(Mu/G)bdA2 > 15.909 psi. Required p (bending moment) > .0004 Required As (bending moment) > .038 in�2/ft = .096 inA2 Min. required p UBC 2610(f) > .0005 33% increase applied Min. required As UBC 2610(f) > .051 inA2/ft = .127 inA2 Minimum reinforcement as governed by: --- Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. N PT FTG2 2:47 AM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 10/30/99 Description >>F -12 -------------Load data ------------- --------------Soil data --------------- P > 3.250 kips Soil brg capacity> 1.000 ksf Uniform load > .000 kips/ft Live load % > 80.000 -------------- Concrete ------------- ----------Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > .900 ------------------------------Footing data ------------------------------ Footing size > 2.000 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > .600 kips Total P axial > 3.850 kips Total bearing pressure > .963 ksf <ok> Net bearing pressure > .813 ksf Factored bearing pressure > 1.333 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 1.777 kips Vn=Vc=2(F'c)".5*bw*d > 19.200 kips 0 Vn > 17.280 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 4.738 kips Vn=Vc=4(F'c)".5*bo*d > 51.200 kips 0 Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*bl"2/2 > .666 ft-kips/ft Required Rn=(Mu/O)bd"2 > 11.567 psi Required p (bending moment) > .0003 Required As (bending moment) > .028 in"2/ft = .056 in"2 Min. required p UBC 2610(f) > .0004 330-. increase applied Min. required As UBC 2610(f) > .037 inA2/ft = .074 in"2 Minimum reinforcement as governed by: ---Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. ' 1 No. 6 bars e.w. 1 No. 7 bars e.w. I 3-� IPT FTG2 2:47 AM ' Minimum reinforcement as governed by: --Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. ' 1 No. 6 bars e.w. 1 No. 7 bars e.w. Rev 9-30-93 Point footing 10/30/99 --------------------------------------------------------- Description »F-13 -------------Load data ------------- --------------Soil data=--------- P > 3.410 kips Soil brg capacity> 1.000 ksf Uniform load > .423 kips/ft Live load % > 80.000 -------------- Concrete ------------- ----------Reinforcing steel --------- F'c > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > .900 ' ----------------- ------------- Footing data ------------------------------ Footing size > 2.330 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > .814 kips Total P axial > 5.210 kips Total bearing pressure > .960 ksf <ok> Net bearing pressure > .810 ksf Factored bearing pressure > 1.328 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 2.573 kips Vn=Vc=2(F'c)".5*bw*d > 22.368 kips ' G Vn > 20.131 kips Diagonal tension - factored loads - two way action <ok> ' Vu=(P net)*(effective area) > 6.619 kips Vn=Vc=4(F'c)".5*bo*d > 51.200 kips G Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*b1"2/2 > .901 ft-kips/ft ,Required Rn=(Mu/O)bd"2 > 15.644 psi Required p (bending moment) > .0004 Required As (bending moment) > :038 in^2/ft = .088 inA2 Min. required p UBC 2610(f) > .0005 330-. increase applied Min. required As UBC 2610(f) > .050 inA2/ft = .117 inA2 ' Minimum reinforcement as governed by: --Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. ' 1 No. 6 bars e.w. 1 No. 7 bars e.w. IPT_FTG2 2:47 AM Minimum reinforcement as governed by: --- Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. ' 1 No. 6 bars e.w. 1 No. 7 bars e.w. Rev 9-30-93 Point footing 10/30/99 -------------------------------------------------------- Description >>F -14 -------------Load data------------- --------------- Soil data------------- P > 5.140 kips Soil brg capacity> 1.000 ksf Uniform load > .000 kips/ft Live load % > 80.000 -------------- Concrete ------------- ----------Reinforcing steel --------- Fic > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > .900 ------------------------------ Footing data---------7-------------------- Footing size > 2.500 feet Footing thickness (t) > 12.000 inches <ok> ' Distance to reinf. (d) > 8.000 inches Footing weight > .938 kips Total P axial > 6.078 kips Total bearing pressure > .972 ksf <ok> Net bearing pressure > .822 ksf Factored bearing pressure > 1.349 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 3.091 kips Vn=Vc=2(F'c)'^'.5*bw*d > 24.000 kips G Vn > 21.600 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 7.830 kips Vn=Vc=4 (F'c) A .5*bo*d > 51.200 kips ' G Vn > 46.080 kips -------------------- ----- Footing reinforcement -------------------------- Mu=(P net)*b1A2/2 > 1.054 ft-kips/ft ' Required Rn=(Mu/O)bdA2 > 18.293 psi Required p (bending moment) > .0005 Required As (bending moment) > .044 in�2/ft = .110 in�2 Min. required p UBC 2610(f) > .0006 33% increase applied Min. required As UBC 2610(f) > .059 in**2/ft = .147 inA2 Minimum reinforcement as governed by: --- Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. ' 1 No. 6 bars e.w. 1 No. 7 bars e.w. IPT_FTG2 2:48 AM Minimum reinforcement as governed by: --Minimum reinforcement -- 1 No. 4 bars e.w.. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. Rev 9-30-93 Point footing 10/30/99 -------------------------------------------------------- Description >>F -15 --=----------Load data ---- - ------- ------=------- Soil data ---=--------- P > 5.560 kips Soil.brg.capacity> 1.000 ksf Uniform load > .000 kips/ft Live load % > 80.000 -------------- Concrete ------------- ----------Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > --_900 ------------------- -----Footing data ------------------------------- Footing size > 2.670 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > 1.069 kips Total P axial > 6.629 kips Total bearing pressure > .930 ksf <ok> Net bearing pressure > .780 ksf Factored bearing pressure > 1.279 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- ' Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 3.421 kips Vn=Vc=2(F'c)A.5*bw*d > 25.632 kips 0 Vn > 23.069 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 8.550 kips Vn=Vc=4(F'c)A.5*bo*d > 51.200 kips 0 Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*bl"2/2 > 1.140 ft-kips/ft ' Required Rn=(Mu/O)bdA2 > 19.788 psi Required'p (bending moment) 11> .0005 Required As (bending moment) > .048 inA2/ft = .127, inA2 Min. required p UBC 2610(f) > .0007 33% increase applied Min. required As UBC 2610(f) > .063 inA2/ft = .169 inA2 Minimum reinforcement as governed by: --Minimum reinforcement -- 1 No. 4 bars e.w.. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. PT_FTG2 2:48 AM Footing stresses ---------------------------- Rev 9-30-93 Point footing 10/30/99 ------------------------------------------------------------- > 1.685 kips Description >>F-16 Vn=Vc=2(F'c).5*bw*d 0 Vn > > 19.200 17.280 kips kips Diagonal tension - factored loads - two -------------Load.data------------- action <ok> --------------Soil data ------------- P > 1.670 kips Soil brg capacity> 1.000. ksf Uniform load > .706 kips/ft Live load o > 80.000 Vn=Vc=4(F'c)A.5*bo*d > 51.200 -------------- Concrete ------------- ----------Reinforcing steel--------- > F'c. > 2.500 ksi Fy > 40.000 ksi -------------------------Footing m > 18.824 -------------------------- ' 0 > .900---------------- > .632 ft-kips/ft --------------Footing Required Rn=(Mu/O)bd"2 data ------------------------------ 10.969 Footing size > 2.000 feet > Footing thickness (t) > 12.000 inches <ok> ' Distance to reinf. (d) > 8.000 inches ' Footing weight > .600 kips ' Total P axial > 3.682 kips .035 Total bearing pressure > .921 ksf <ok> Net bearing pressure > .771 ksf Factored bearing pressure > 1.264 ksf (1.7*LL+1.4*DL) Footing stresses ---------------------------- Minimum reinforcement as governed by: --Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. ' 1 No. 6 bars e.w. 1 No. 7 bars e.w. Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 1.685 kips Vn=Vc=2(F'c).5*bw*d 0 Vn > > 19.200 17.280 kips kips Diagonal tension - factored loads - two way action <ok> 4.493 kips Vu=(P net)*(effective area) > Vn=Vc=4(F'c)A.5*bo*d > 51.200 kips 0 Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*blA2/2 > .632 ft-kips/ft ' Required Rn=(Mu/O)bd"2 > 10.969 psi . Required p (bending moment) > .0003 Required As (bending moment) > .026 in"2/ft = .053 in�2 ' Min. required p UBC 2610(f) > .0004 33% increase applied Min. required As UBC 2610(f) > .035 inA2/ft = .070 inA2 Minimum reinforcement as governed by: --Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. ' 1 No. 6 bars e.w. 1 No. 7 bars e.w. f t t J 11 JOB BY Frank M. Glazewski Architect SHEET NO. DATE �fi = Cu<S21 — �qv'x w"A Paxlc�Q(,00k) = , SO'D 005 V -s � 9,0� Pax, �d - 6g12. ! ,o3�),- q.S�z C Oo9 Dos k c ql f �i 12, WALLFRAM 11:09 PM 11/ 7/99 000000000000000000000000000000000000000000000000000000000000000000000000 Rev 4-02-96 Wall framing 000000000000000000000000000000000000000000000000000000000000000000000000 Description >>Case 1 000000000000000000000000000000000000000000000000000000000000000000000000 Unbraced K length (ft) le/d Thickness d2 > 1.500 in. 1.000, 1.000 8.000 Width dl > 3.500 in. 1.000 10.000 34.286 Section properties Sx > 3.063 in�3 Sy > 1.313 inA3 A > 5.250 inO I > 5.359 inA4 Repetitive ? (y/n) > y Spacing > 16.000 inches --------------------------Lumber design values -------------------------- Lumber type > 1 1 => visually graded lumber 2 => Machine stress rated lumber ' 3 => Glue -laminated timber 4 => 1.5E Timberstrand LSL KcE > .300 KbE > .438 c' > .800 Base values Species Grade Fb Ft Fv Fc± Fc m E DFL NO2 875 575 95 625 1300 1600000 Size factor Cf Size factor Cf > 1.500 (Applied to Fb) > 1.500 (Applied to Ft) Size factor Cf > 1.150 (Applied to Fc») Repetitive member factor Cr > 1.150 Flat -use factor Cfu > 1.100 Load duration factor C(D) > 1.330 Adjusted values Species Grade Fb Ft Fv Fc± Fc m E DFL NO2 2007 1147 126 625 1988 1600000 Fb Flat -use 2208 --------------------------------- Loading -----------------------=-------- Axial loading: Load duration > 1.250 w axial > .508 kips/ft w axial trib. > .677 kips/stud fc > 129 psi iLoading applied to member narrow face: Load duration > 1.330 w lateral > .0050 ksf M > 83 ft -lbs w lateral trib. > .0067 klf fbl > 327 psi Loading applied to member wide face: Load duration > 1.000 I w lateral > .0000 ksf M > 0 ft -lbs r t t i 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 X13 w lateral trib. > .0000 klf fb2 > 0 psi --------------------------------- Summary --------------------------------- FcE > 408 F'c > 389 psi R(B) > 13.663 <ok> FcEl > 408 FcE2 > 7500 FbE > 3754 Deflection: delta x > .175 inches L/ 686 00000000000000000000000000000000000000000000000000000000000000000000000o .110 + .238 + .000 = .348 <ok> 000000000000000000000000000000000000000000000000000000000000000000000000 1 qq WALLFRAM 11:11 PM 11/ 7/99 000000000000000000000000000000000000000000000000000000000000000000000000 Rev 4-02-96 Wall framing 000000000000000000000000000000000000000000000000000000000000000000000000 Description >>Case 2 000000000000000000000000000000000000000000000000000000000000000000000000 Unbraced K length (ft) le/d Thickness d2 > 1.500 in. 1.000• 1.000 8.000 Width d1 > 3.500 in. 1.000 9.000 30.857 Section properties Sx > 3.063 in"3 Sy > 1.313 in'3 A > 5.250 in A2 I > 5.359 inA4 Repetitive ? (y/n) > y Spacing > 16.000 inches --------------------------Lumber design values -------------------------- Lumber type > 1 1 => visually graded lumber 2 => Machine stress rated lumber 3 => Glue -laminated timber 4 => 1.5E Timberstrand LSL KcE > .300 1.250 KbE > .438 w axial c > .800 kips/ft Base values w axial trib. > Species Grade Fb Ft Fv DFL NO2 875 575 95 Size -factor Cf > 1.500 Size factor Cf > > 1.500 Size factor Cf > 1.150 Repetitive member factor Cr > 1.150 Flat -use factor Cfu > 68 > 1.100 Load duration factor C(D) > 1.330 Adjusted values psi Loading applied to Species Grade Fb Ft Fv DFL NO2 2007 1147 126 Fb Flat -use 2208 .0000 ksf Fc± Fc- E 625 1300 1600000 (Applied to Fb) (Applied to Ft) (Applied to Fc>>) Fc+ Fc- I E 625 1988 1600000 ---------------------------=-----Loading-------------------------------- Axial loading: Load duration > 1.250 w axial > .672 kips/ft w axial trib. > .896 kips/stud fc > 171 psi Loading applied to member narrow face: Load duration > 1.330 w lateral > .0050 ks•f M > 68 ft -lbs w lateral trib. > .0067 klf fbl > 264 psi Loading applied to member wide face: Load duration > 1.000 w lateral > .0000 ksf M > 0 ft -lbs qS w lateral trib. > .0000 klf fb2 > 0 psi --------------------------------Summary --=------------------------------ FcE > 504 F'c > 474 psi R(B) > 12.961 <ok> FcEl > 504 FcE2 > 7500 FbE > 4171* Deflection: delta x > .115 inches L/ 941 00000000000000000000000000000000000000000000000000000000000000000000000o .129 + .199 + .000 = .329 <ok> 000000000000000000000000000000000000000000000000000000000000000000000000 1 1 i 1 1 1 a Lateral design I - 11, r . . " ' . . '.- ^ Frank G\@zSwSki-Architect � Date 1021/99 1SO7Mangrove Avenue GuitoE' _ Chico, California 95926 ^ Tel (530) 343-4630 . ' .. . VV|Md design values '.UndbnnBuUdirig.Cnda-Table 15-H Description ` Exposure B Importance factor Basic wind speed 75.00 mph -ga 14.50 psf . ^ Roof pitch in12 33.80 degrees . PRIMARY FRAMES AND SYSTEMS Direction ` HL ^0'-15'> ^20'> <255 <30'> <40'> WALLS - Windward walls Inward . Leeward waUu0.0045 0.0049 0.0052 0.0055 0.0061 Outward Total wall ` RO0F ^ Wind perpendicular horidge: ' Leeward mflat roof ~~~~~~^ 0063 - 0068 0073 0077 0.0085 Outward ^ Windward roof: Shp �12����onQ:i2 OutwardSlopo212inleoothanQ:12 ` 0.0027 0.0027 0.0031 0.0033 0.0037 ----- Inward ' .Roof tota|. ` Wind parallel toridge and flat roofs O�O83 ~ O�OG8 O�O73 0.0077 0.0085 Outward^ ELEMENTS AND CO'MPONE'NTS~(Not�inamood .. _ . WALL ELEMENTS ' All structures . 'O. 01O8 0.0117 ^ 0.0125 0.0132 0.0146 Inward , . Enclosed and unenclosed structures 0,0108' .. 0.011' 0.0125 0.0132 0.0146 Obh*ard Partially enclosed structures 0.0144 0.0155 .0.0167 0.0176 0.0195. Outward ' Parapet walls ------' O�O1i7 O�O12G X.0136' 0.0143 0.0158 Ou0n ` , ROOF ' ` ` Enclosed and unenclosed structures: ^ . Slope ^712 _ 0.0117 '0.0128 0.0136 0.0143 0.0158 . Ouhmmd Slope 712bo 12:12 Xx 0.0117 0.0128 0.0136 0.0143 0.0158 Out/in � Slope ^ 1212 ' ` U s w a| |. values Partially enclosed structures Slope ^212 . �O153 �O165 �O177 .O�Oi87 O�O2O7 O�wu�' . Slope 212ho712 0.01440,01550.01670.01760.0195 Outward ' Slope 212bo712 . ------ . 0.0072 0.0078 0.0084 0.00880.0097 Inward. . r . . " ' Slope >712b 1212 0.0153 0.0185 0D177 0.0187 0.0207 Out/in Slope ^1212 Uoo wo|| values r ELEMENTS AND COMPONENTS (In areas of discontinuities) Wall corners 0.0135 0.0146 0.0157 0.0165 0.0183 Outward {1iQ0.0108 0.0117 0.0125 0.0132 0.0146 Inward .................... Roof eaves, rakes or ridges without overhangs Slope < 2:12 Slope 2:12 to 7:12 Slope > 7:12 to 12:12 For slopes less than 2:12 Overhangs at roof eaves, rakes or ridges, and canopies. t 0.0207 0.0223 0.0240 0.0253 0.0280 Upward 0.0234 0.0253 0.0271 0.0287 0.0317 Outward 0.0144 0.0155 0.0167 0.0176 0.0195 Outward .................... ................... 0.0252 0.0272 0.0292 0.0309 0.0341 Upward L�� Frank Glazewskl - Architect Date 10/21/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Seismic factors =1997 UBC Description Chaney residence LATERAL SYSTEM Seismic zone 3 Z 0.300 Importance factor 1.000 Static lateral force procedure per UBC 1630 R 5.500 Numerical coefficient hn 23.000 feet Building frame system Wood framed and all other buildings CT 0.000976 T = CT (h,,)314 0.0103 sec. Per UBC 1630.2 V=(Cv*I)/(R*T) 9.58 (30-4) ' The total design base shear need not exceed the following: V=(2.5*Ca*I)/R * W = 0.164 W Where CA= 0.360 The total design base shear shall not be less than the following: V=0.11 *Ca*I W = 0.040 W Applying load combinations per UBC 1612; Divide seismic factor by 1.4, 0.164 /1.4 = 0.117 W As per UBC 1630, seismic factor may be further modified by Redundancy/reliability factor. Cv 0.540 O 0 o ,�v vi CP T M O T I 'CP U1 M ' I o - 0 9t �. NA N o ,�v vi CP T M O T I 'CP U1 M ' I 1 Frank Glazewski - Architect Date 10/22/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Calculate redundancy by line -1997 UBC Description Chaney residence Line Load % total SW length r; 7 4.67 0.19 13.00 0.146 5+5.1 8.70 0.36 28.67 0.126 4.1+4 6.50 0.27 18.75 0.144 2 2.85 0.11 9.33 0.118 1 2.84 0.10 7.50 0.133 _ ( 0.000 _ _ 0.000 0.000 0.000 - --�--- 0.000 Calculate p r MAX Building area 0.146 1 5100 s.f. P 0.08 Use p = 1.00 SZ n Frank Glazewski - Architect Date 10/22/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Calculate redundancy by line -1997 UBC Description I Chaney residence Line Load % total SW length r; G 1.22 0.05 9.50 0.053 F 6.78 0.26 9.67 0.269 E 2.83 0.11 8.50 ' 0.129 D 3.90 0.15 8.83 0.170 C 5.65 0.22 16.00 0.138 i B 2.35 0.09 13.00 0.069 A 2.25 0.09 3.33 0.270 _ j 0.000 _ 0.000 0.000 Calculate p r Max 0.270 Building area 5100 s.f. P 0.96 Use p = 1.00 A S3 54 6(? -PI d sgtsw (c. 14 av e/ s zy-,A (^ � C,'oI U -- � P3 1 ' Zy,s� Li [I�.S �o�l> a- C���) .0 R�2�2�•o('.I(� VJ;. CIAO,•S�•o21)11,:;V?+I,S/L).qt- to/2<3)'0�].((�t,(g3��' w3 : (.���.oZ(); 9/2(2).01r 4- (o/j(4),ol�,ll� ' w� C3$�o21)1 q�2(�xoY7) 1101 ./0�2 (3J ol] 11} IS3k�� 7`5+4. C.o (' �✓rc�Cu�'�Hl faC} �+ �)7Q2)C( f �I•�)�.ozl)4 �( 03) Z (`(/z)� ��,I4,1: 2,q�-`i,o4:C p� 22-141 50 SHEETS tir.:vna) 22-142 100 SHEETS 22-144 200 SHEETS 3 V, £ F %ij r 6 N o o Lfj �i N -4' o � Uf S 0 co TZ W N £ coo �lap�� Se.l,Svrilc, CG OJ4 IS.s� �r W2-(I(�,O'Q)], J33' 42—( 024 C. uq) 11 r J ,�IZfAU(0 e.a.sr/vie.ST TF T6- 0 q7 6 - 0g7 +ter/`�)-ol]-I1 } - .I$4'`t, d� I I rL� : 3,`I0 &,-q lb G ; 1.azK 5-� Ci12P �� SerS r+�C. 4/ y/ 20 39/ r\I I i I (TLS (.02o + 3(21-o`f71,W?-,G?oK/r t., .2_; [��(.uz) (/2-43) Z( 0 q) / (7), wz.�(.°-2 oya)� 1�/zC4�,0l].I(� 4- I(1Z GI)-ol Cqc( i) + R/Z( 2).-4-4]- IIS rvra/c (r ar- Wd.. F,n. wH.Gl� r�� 92�z o�/��•I1� �, �` 2S(1s)2(�3'?) t 1,s -Z) Y � ^' �%S<l,1 J• UZ/ + 6 (o3Y)� /Z/L f 13(3)-oi71- P 3 1-P3= �( c((/S': 11<3J-7;o7t + Il(o39)3(9A i cof� w, Rc = 5-Gsii S,�c2 ajan� j Ve(4+-I&-/ r-fb ck, r r. l 1 a, Jt. S w c, d /anti f.1oc(,.vr7 v y c1.I fb cr� a S f ,/.,t. 7z,.a i /o Cj %I 5l Aap( (� Gtin,�.al vj P� (N2.L�(.o-al)� iv/y�.oy7,�����►� 01°� .lid-= -°� 1-s(Z, Z(gh+z).oy�].I17 4 lG�,$)-ozr�f(�)=,35� mAk-y ;: I CK- w l ind -�, I' S ty i -p I , ?MS ve-v s G -7 k v-, 5 (A v ek y P (, ?/o (�Ol , T-0 ;� ((-/a4.S) :oll:� } :7,So(pOCI >= ./37-"*-" <, IY6 kW Seerol;o> 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 Frank Glazewski - Architect Date 10/21/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall schedule Description I Chaney residence Mark Description HF DF 1 3/8" cdx plywood with 8d nails at 6", 12" o.c. 0.216 0.260 2 318" cdx plywood with 8d nails at 4", 12" o.c. 0.315 0.380 3 3/8" cdx plywood with 8d nails at 3",12" O.C. 0.403 0.490 4 1/2" cdx plywood with 10d nails at 6", 12" o.c. 0.254 0.310 5 1/2" cdx plywood with 10d nails at 4", 12" o.c. 0.377 0.460 6 1/2" cdx plywood with 10d nails at 3", 12" o.c. 0.492 0.600 7 5/8" T-1-11 plywood nailed with 8d nails at 6", 12" o.c. 0.131 0.160 8 5/8" T-1-11 plywood nailed with 8d nails at 4", 12" o.c. 0.197 0.240 9 5/8" T-1-11 plywood nailed with 8d nails at 3", 12" o.c. 0.254 0.310 10 1/2" gypsum board nailed with 5d nails at 7" o.c. max. 11 5/8" gypsum board nailed with 6d nails at 7" o.c. max. 011 Wall line analysis Frank Glazewski - Architect Date 10/22/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary Description Chaney residence Level Main Line �� P lateral 2.840 kips Total wall length 16.000 feet Wall framing species JHF Shearwall v Exterior Interior 0.189 kips/ft Shearwall Ok! Mark v cap = 0.708 feet None 1 0.213 kips/ft 16d nails at • 13 0.000 kips/ft v allow 0.213 kips/ft 3/8" cdx plywood with 8d nails at 6", 12" o.c. = 0.708 feet None If user -defined SW used; _ Description I v avow 0.000 kips/ft Sill nailing ❑ Applicable? 16d sinker good for 0.134 kips/each 0.134 = 0.708 feet 0.189 16d nails at 16 inches o.c. at SW Anchor bolts 2)Applicable? 1/2" dia. good for 0.730 kips/each 0.730 = 3.856 feet 0.189 1/2" dia. at 46 inches o.c. max. Blocking/top plate O Applicable? Connector I A35 17 0.450 kips/each Length of attachment 22.50 feet v 0.126 kips/ft 36 Connectors 4/� inches o.c. max. Connectors at rim foist to mudsill/cripple wall top plate v 0.189 kips/ft O Applicable? A35 at 0 inches o.c. max. Page 1 62 I Page 1 G� Line geometry Frank Glazewski - Architect Date 10/22/99 1907 Mangrove Avenue Suite.E Chico, California 95926 Tel (530) 343-4630 Shearwall summary - Line geometry Description Chaney residence � Level j Main Line ' V1 v1 V2 v2 V3 v3 V4 v4 Segment Desc. Wall Opening _2 84 013 ' ``, I Force 7.50 w 7.50 y 7.50 0 7.50 y 0.473 7.50 w 7.50 y -0.473 0.000 0.000 ' 0.000 0.000 . 0.000 0.000 0.000 ' 0.000 0.000 0.000 ' 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Total lengths 15.00 7.50 Maximum collector force 0.473 kips 16d nail good for 0.115 kips/each Splice 4 16d nails — I Page 1 G� I rr r r r. � r irr r �r rr rr rr r� � r rr ■r r rr v 0 oN W dl (kipsln) Cn O.T.M. < (n -kips) 00(1)0 0 D. L. R. M. CO CD M. m CD P total (kips) v, .1 O U, o CD aa) _ 0 �. C CD N o Cn m N � C" CD D U C 0 = =r CD M CD 0 V.." 0 R CD N 0) v Q CL CD M N S cf.)! cn CD Length of i CD � U, C:1 shearwall (ft.) CD ` u 3 < `D CD ..... Cr �To� �wFN. O _. 00 ,— o Height o o C ! _' �. — Q (n.) - between ties o (.ft..) Q lc --- --- --- 0 Tie force0 3 o Wall CL N 3_ (n.) Tie from above (kips) A Roof CrO C:) m D r - --- CD 77 77 cn cQ c u c N Floor (n.) N CD o 0 CD 1< P total (kips) v, .1 O U, o CD aa) _ 0 �. C CD N o Cn m N � C" CD D U C 0 = =r CD M CD 0 V.." 0 R CD N 0) v Q CL CD M N S �wFN. O c= 00 (n -kips) n' cfl —Leng Q o - between ties ch (.ft..) CD Q Tie force0 Cr cr (kips) O Tie from above (kips) P total (kips) v, .1 O U, o CD aa) _ 0 �. C CD N o Cn m N � C" CD D U C 0 = =r CD M CD 0 V.." 0 R CD N 0) v Q CL CD M N S 65 Wall line analysis Frank Glazewski - Architect Date 10/22/99 1907 Mangrove Avenue Suite E. 0.305 Chico, California 95926 16 inches o.c. at SW Anchor bolts Tel (530) 343-4630 1/2" dia. good for 0.730 kips/each Shearwall summary = 2.390 feet 14 cc w0- v- S r 0.305 1/2" dia. at Description Chaney residence Blocking/top plate 21 Applicable? Connector Level 'Main Line P lateral 2.850 kips Total wall length 9.330 feet Wall framing species JHF 7 v 0.184 kips/ft Shearwall v 0.305 kips/ft Oki Shearwall Mark v cap inches o.c. max. Exterior 3/8" cdx plywood with 8d nails at 4", 12" o.c. V 2 0.312 kips/ft Interior None 13 0.000 kips/ft inches o.c. max. v allow 0.312 kips/ft If user -defined SW used; Description v allow 0.000 kips/ft Sill nailing O Applicable? 16d sinker good for 0.134 kips/each 0.134 = 0.439 feet 0.305 16d nails at 16 inches o.c. at SW Anchor bolts 21Applicable? 1/2" dia. good for 0.730 kips/each 0.730 = 2.390 feet 14 cc w0- v- S r 0.305 1/2" dia. at X inches o.c. max. Blocking/top plate 21 Applicable? Connector A35 • 0,450 kips/each Length of attachment 15.50 feet v 0.184 kips/ft Connectors ,2 inches o.c. max. Connectors at rim joist to mudsill/cripple wall top plate El Applicable? v 0.305 kips/ft A35 at 0 inches o.c. max. Page 1 s Page 1 Line geometry ' Frank Glazewski - Architect Date 10122/99 1907 Mangrove Avenue Suite.E rChico, California 95926 Tel (530) 343-4630 Shearwall summary - Line geometry Description Chaney residence Level Main Line 2 i V1 v1 V2 v2 V3 Segment Desc. Wall Opening 2 85 013 "` v3 V4 v4 Force 6.00 0 6.00 y 9.33 w 9.33 y -0.766 ' 7.00 0 7.00 y 0.893 0.000 0.000 0.000 0.000 0.000 0.000 0.000 � 0.000 0.000 0.000 ' 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Total lengths 9.33 13.00 Maximum collector force 0.893 kips 16d nail good for 0.115 kips/each Splice 16d nails +I `d 0� wJ s Page 1 co Length of ; (n CD CD � W shearwall (ft.) 3 ° ;• v o, CL C) Height (ft.) v o o CD _ cn C --- 0CD Q CD CO o Wall cn o u, o CD C7 v CL C7 o o 0 0 � �- Ca M =3 0 C) Roof (ft.) o N CDw o o N _ � _. CD CD cnm Floor (ft.) o � c o Cn D M _- _ -- -- CAD `G Or) CD D C:) R C n G, W dl (kips/ft) =' N CD rh M CD N O.T.M. r« (ft -kips) 0 0Cn 0 D.L.R.M. CO m �. CD 0 cfl (ft -kips) o o 3• t� c_n --Length Q 0 77 bO between ties CL o a N Tie force � Cr :A N (kips) n 0 Tie from above (kips) 0 P total (kips) CD N —i Q1 N O o N EL N N CO CD 7 1 1 1 1 1 1 1 1 r r r �. r Wall line analysis Frank Glazewski - Architect Date 10/22/99' 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary Description Chaney residence Level !Main Line 4+4.1 Plateral 6.500 kips Total wall length 18.750 feet Wall framing species 1HF Shearwall v 0.347 kips/ft Oki Shearwall Mark v cap Exterior 3/8" cdx plywood with 8d nails at 3", 12" o.c. w 3 0.402 kips/ft Interior i None I • 13 0.000 kips/ft v allow 0.402 kips/ft If user -defined SW used_; DescriptionI ^� v allow 0.00 0 kips/ft Sill nailinq 2 Applicable? 16d sinker good for 0.134 kips/each 0.134 = 0.387 feet 0.347 Anchor bolts O Applicable? 0.730 = 2.106 feet 0.347 Blocking/top plate Length of attachment v R1 Applicable? 26.00 feet 0.250 kips/ft Connectors at rim joist to mudsill/cripple wall top plate v 0.347 kips/ft 16d nails at 4 inches o.c. at SW 1/2" dia. good for 0.730 kips/each 1/2" dia. at inches o.c. max. Connector I A35 I • 0.450 kips/each Connectors 22 inches o.c. max. 21 Applicable? A35 at 16 inches o.c. max. Page 1 Page 1 Line geometry Frank Glazewski - Architect Date 10/22/99 1907 Mangrove Avenue Suite E ' Chico, California 95926 Tel (530) 343-4630 Shearwall summary - Line geometry Description Chaney residence Level Main ILine V1' v1 V2 v2 V3 v3 V4 v4 Segment Desc. Wall Opening Force 14.75 w 14.75 y 18.75 0 18.75 y 4.00 w 4.00 y 2.934 0.164 6.50 0 6.50 y 0.960 0.000 ' 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ' 0.000 0.000 0.000 0.000 0.000 0.000 ' 0.000 Total lengths 18.75 25.25 Maximum collector force 2.934 kips 16d nail good for 0.115 kips/each Splice 16d nails Page 1 11 t 7 11 ;� Length of coo N I N o 4, � CD shearwall (ft.) cD °' D. L. R. M. 3 CD Cn �. v Cn --Length w N between ties O_ n X N O X � Tie force W i" CO CO (kips) 7 Tie from Cr above (kips) ���. o CO roCL 6 Height v o o CO �' _ o (ft.) v cn CL Wall CL a 0 o (ft.) o CL _ o Roof o 0 0 (ft) - CD CD O r O '< _ CD U) _ Ca n cn cn c Floor (ft.) N j LT CD CD < 0 0 W dl coo N (kips/ft) CD M o 4, O.T.M. 00 o (ft -kips) CD CI) D. L. R. M. 07 �. CL (ft -kips) --Length w N between ties O_ n X N O X w o Tie force W i" CO CO (kips) 7 Tie from above (kips) P total (kips) 00 00 = r o Cr N CD fl- y Cn 3 CO W. o n" =3 � Q N O O �. CL N W = N N O_ n X N O X 7 o p U) 0 CO M m m o Cr N CD fl- y Cn 3 CO W. o n" =3 � Q O M �. CL o c CD CL o' Cr n O CD � o n o w - 7C' C) n � ') t� Cc 2 N CD N O CCn CDD N � M CD a C� rt M CD 0 r. 0 v CD O N N CO CO v L7 Q CCD N 1 CO Wall line analysis Connectors at rim joist to mudsill/cripple wall top plate v 0.303 kips/ft 21 Applicable? A35 at 18 inches o.c. max. Page 1 Frank Glazewski - Architect Date 10/22/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary Description Chaney residence Level ;Main Line 5+5.1 Plateral 8.700 kips Total wall length 28.670 feet Wall framing species JHF Shearwall v 0.303 kips/ft Ok! Shearwall Mark v cap Exterior 3/8" cdx plywood with 8d nails at 4",12" o.c. 1W 2 0.312 kips/ft Interior ' None w 13 0.000 kips/ft v allow 0.312 kips/ft If user -defined SW used; Description v allow 0.000 kips/ft Sill nailing R1 Applicable? 16d sinker good for 0.134 kips/each 0.134 = 0.442 feet/,S- G t /S ��^-B � 0.303 16d nails at 5 inches o.c. at SW Anchor bolts O Applicable? 1/2" dia. good for 0.730 kips/each 0.730 = 2.406 feet 0.303 1/2" dia. at 28 inches o.c. max. Blocking/top plate 0 Applicable? Connector A35 7 0.450 kips/each Length of attachment 49.00 feet 0.178 kips/ft16 r,�� t""x v Connectors inches o.c. max. Connectors at rim joist to mudsill/cripple wall top plate v 0.303 kips/ft 21 Applicable? A35 at 18 inches o.c. max. Page 1 Line geometry ' Frank Glazewski - Architect Date 10122199 ' 1907 Mangrove Avenue Suite.E Chico, California 95926 Tel (530) 343-4630 1 Shearwall summary - Line geometry Description residence -q -L Level I Main Line 5+5.1 V1 v1 V2 v2 V3 v3 V4 v4 Segment Desc. Wall Opening 5,01x; 0.09 3 69 ` 0.08 xz.' Force 9.00 w 9.00 y 14.50 0 14.50 y y 1.985 15.00 w 15.00 y y -0.546- 6.00 0 6.00 y y 1.387-- 6.50 0 6.50 y 0.340 4.67 w 4.67 y -0.256 8.00 0 8.00 y 0.733 0.000 0.000 0.000 0.000 0.000 0.000 0..000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Total lengths 28.67 35.00 Maximum collector force 1.985 kips 16d nail good for 0.115 kips/each Splice 17 16d nails Page 1 -4-Length o o of shearwall (ft.) cD I v _ � N -n o ,< � o CD ;. 0 o, � v ------ -- o (a.) Roof �' o o v 0 0 0 Height o X X X (D —J 0 r o U, o 0 0 0 v Q CD C C C Wall (e.) � o vias cn cn � 0 Floor ti U, v, Cn N N P total (kips) No n dl (kips/ft) o '_n Roof 4 W 0 0 0 0 X X X (D —J 0 r O.T.M. N N � CD C C C --- vias cn cn � (A CA N Floor ti U, v, CD � m o (K) D. L. R. M. o Cn N N P total (kips) n dl (kips/ft) 4 W N N N 0 X X X CL —J 0 < O.T.M. N N � O vias cn cn (h -kips) ti U, v, CD � m o 0 D. L. R. M. o cn wN o CL Ei. 3 c= w (ft -kips) p W —Length Q o 77 Cn between ties o -o ch ft.) Z CL N N PO Tie force EY Cr Un -I W N N (kips) -� n 0 Tie from above (kips) Cn N N P total (kips) CDMM N N N 0 X X X CL 0 O Cn M Cr (D ZT o a� v, o y W M :3 G7 co W O 01 N CD N O CCn CD CO N c M (D D U c_ C7 CD CD M 0 0 CD 0 N N c�D E; O- 1 CL (D E N 43 Id Wall line analysis Frank Glazewski - Architect Date 10/22/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary Description Chaney residence Level Main Line �7 P lateral 4.670 kips Total wall length 13.000 feet Wall framing species 1HF Shearwall v 0.359 kips/ft Ok! Shearwall Mark v cap Exterior 3/8" cdx plywood with 8d nails at 3", 12" o.c. 3 0.402 kips/ft Interior None • 13 0.000 kips/ft v allow 0.402 kips/ft If user -defined SW used; Description F v allow 0.000 kips/ft Sill nailing ❑ Applicable? 166 sinker good for 0.134 kips/each 0.134 = 0.373 feet 0.359 Anchor bolts O Applicable? 0.730 0.359 Blockina/too Dlate Length of attachment v = 2.032 feet 0 Applicable? 22.50 feet 0.208 kips/ft 16d nails at 16 inches o.c. at SW 1/2" dia. good for 0.730 kips/each 1/2" dia. at Z4 inches o.c. max. ConnectorA35 • 0.450 kips/each Connectors Connectors at rim joist to mudsill/cripple wall top plate v 0.359 kips/ft A35 at Page 1 r"6 inches o.c. max. El Applicable? 0 inches o.c. max. �N ' Page 1 Line geometry ' Frank Glazewski - Architect Date 10/22/99 1907 Mangrove Avenue Suite E ' Chico, California 95926 Tel (530) 343-4630 Shearwall summaryLine geometry - 9 Y 1 Description Chaney residence Level j Main Line 7 ' V1 v1 V2 v2 V3 v3 V4 v4 Segment Desc. Wall Opening .4.!67;;', 0.09 Y, ,. ,,r Force 13.00 w 13.00 y 9.50 0 9.50 y 3.525 ' 17.50 0 17.50 y 2.687 u k Cz) c -S' 13.00 0 13.00 y 1.145 0.000 ' 0.000 0.000 0.000 0.000 0.000 ' 0.000 0.000 0.000 0.000 0.000 0.000 ' 0.000 0.000 0.000 0.000 0.000 0.000 ' 0.000 0.000 ' 0.000 0.000 Total lengths 13.00 40.00 Maximum collector force 3.525 kips 16d nail good for 0.115 kips/each Splice 31 16d nails ' Page 1 M M M M MM M MM M� M M M M MM M r M v CD 0 Length of I En oN o � Z-, CD (ft.) CD CD CD <CD -0 shearwall -- --- N < O.T.M. N I T ..00 Height CD 0Cn on n 0 �' o o v O° CD (K) w � (ft -kips) Q o n N a o ;TI _—Lengt11 N between ties a =3 CT a "O v, Z o Wall a N ti Tie force 0 (ft.) 1 11 cn (kips) n o Tie from � ' cn Roof above (kips) 00o r = o d o N CD C v CD Cn cn ccc � r. Floor(�) N oCr CD --- - C) C < 0 oN W dl (kips/ft) < O.T.M. N (ft -kips) CD 0Cn on n 0 0 D.L.R.M. O° i o Q Fnn- Cn 3 w � (ft -kips) o n a o ;TI _—Lengt11 N between ties a =3 CT a "O v, Z ti Tie force =3 1 11 cn (kips) n O Tie from above (kips) wv, I P total (kips) CD CD v, o W - 7� C) M o co CiO � COAD CD N CD con C N = MCD a Cn c 0 M CD 0 CD -0 Wall line analysis Frank Glazewski - Architect Date 10/22/99 1907 Mangrove Avenue Suite E. Chico, California 95926 Tel (530) 343-4630 Shearwall summary Description Chaney residence Level ;Main Line �A Plateral 2.250 kips Total wall length 3.330 feet Wall framing species DFL Shearwall v 0.676 kips/ft Ok! Shearwall Mark v cap Exterior r3/8" cdx plywood with 8d nails at 4", 12" o.c. . 2 0.380 kips/ft Interior 3/8" cdx plywood with 8d nails at 4", 12" o.c. w 2 0.380 kips/ft v allow 0.760 kips/ft If user -defined SW used; Description v allow 0.000 kips/ft Sill nailing ❑ Applicable? 16d sinker good for 0.154 kips/each 0.154 = 0.228 feet 0.676 16d nails at 16 inches o.c. at SW Anchor bolts O Applicable? 0.820 = 1.214 feet 0.676 Blocking/top .plate O Applicable? Length of attachment 1 34.00 Ifeet v 0.066 kips/ft Connectors at rim joist to mudsill/cripple wall top plate v 0.676 kips/ft 1/2" dia. good for 0.820 kips/each 3X. s,- <r 1/2" dia. at 14 inches o.c. max. Connector A35 • 0.450 1 kips/each Connectors 48 inches o.c. max. ❑ Applicable? A35 at 0 inches o.c. max. Page 1 -4� Line geometry Frank Glazewski - Architect Date 10/22/99 1907.Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary - Line geometry Description Chaney residence Level Main Line A V1 v1 V2 v2 V3 v3 V4 v4 Segment Desc. Wall Opening 2 25 ` 0.07 g R. t� _ Force 3.33 w 3.33 y 30.50 0 30.50 y 2.029 Total lengths 3.33 30.50 Maximum collector force 2.029 kips 16d nail good for 0.132 kips/each Splice 15 16d nails Page 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 v CO CD w Length of ' S CD N Cn r o < c W shearwall (ft.) CD CD �. CD O < Cr C O o Height (ft) CD �' o o v _ _ 0 0 o, cD N N N i Floor � -� oca- (ft) 3. o Wall jft.) CD Q "' 3 0 0 Na between ties -, 0_ o ch 0 _ W dl^--(kips/ft)CO n o 0 0 Roof (ft) o 0 0 O < Cr O CD r CD (ft -kips) _ _ 0 0 o, cD N N N 0 Floor � -� oca- (ft) _ W dl^--(kips/ft)CO —I < O.T.M. CD (ft -kips) 0 0 o, cD Cn 0 cD 0 D.L.R.M. bD oca- 3(0 (ft -kips) on' =3M —Length a. 0 Na between ties -, 0_ o ch � o, Tie force 6 75 Cn (kips) n 0 Tie from above (kips) LI P total (kips) Cn m o �n CO --j � w n' G) W O N �. C< CD N O Cn CD (.0(.fl N O) CD D Cn C n CD M CD 0 0 CD Cs CL CD v Cn S Wall line analysis Frank Glazewski - Architect Date 10/22/99 1907 Mangrove Avenue Suite E . Chico, California 95926 Tel (530) 343-4630 Shearwall summary Description Chaney residence Level Main Line P lateral 2.350 kips Total wall length 13.000 feet Wall framing species HF Shearwall v 0.181 kips/ft Ok! Shearwall Mark v cap Exterior 3/8" cdx plywood with 8d nails at 6", 12" o.c. 1 0.213 kips/ft Interior None 13 0.000 kips/ft v allow 0.213 kips/ft If user -defined SW used; Description v allow 0.000 kips/ft Sill nailing ED Applicable? 16d sinker good for 0.134 kips/each 0.134 = 0.741 feet 0.181 16d nails at 16 inches o.c. at SW Anchor bolts 21Applicable? 1/2" dia. good for 0.730 kips/each 0.730 0.181 Blocking/top plate Length of attachment v = 4.038 feet 21 Applicable? 54.00 Ifeet 0.044 kips/ft 1/2" dia. at 48 inches o.c. max. Connector A35 • 0.450 kips/each Connectors Connectors at rim foist to mudsill/cripple wall top plate v 0.181 kips/ft A35 at Page 1 48 inches o.c. max. ❑ Applicable? 0 inches o.c. max. �O �I Line geometry Frank Glazewski - Architect ' 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 e Shearwall summary - Line geometry Description Chaney residence Date 10/22/99 Level Main Line V1 v1 V2 v2 V3 v3 V4 0 Segment Desc. Wall Opening r.2 35 0.04 Force <. 9.00 0 9.00 y 13.00 w 13.00 y -0.392 32.00 0 32.00 y 1.393 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Total lengths 13.00 41.00 Maximum collector force 1.393 kips 16d nail good for. 0.115 kips/each Splice 12 16d nails I Page 1 M M M M M M! M M M M M M M M M M M M v CD Length of N N CD m G, o CD CD D Cn ;. CD shearwall (ft.) -- - -----, v Cr I=I 0 T p N o Height n °' oom �. — o (ft) I v Q cn - -- - --- o— 03 - { c) -n o Wall o cn 3 CD o a� 0 (ft.) v o 0 w Roof ft. = o 0 0 v r- O m A W• 2<CD N Floor c� N c, c cn oo v cD �C-n D CD (ft) CD 1< rn C W dl O C n (kips/ft) CD O m rt O.T.M. < 0 (ft -kips) o 0Cn CD CO m m 0 o D.L.R.M. NO Cr tv N 3 COc 00 00 (ft -kips) — --Iength CL 0 between ties CD a N Co (.ft..) CD Tie force0 Cr w (kips) n 0 Tie from above (kips) 0 w P total(kips) CD � r N O W N = O � O IV C1 O N CO O a N Wall line analysis Frank Glazewski -Architect Date 10/22/99 1907 Mangrove Avenue Suite E. Chico, California 95926 Tel -(530) 343-4630 $hearwall summary Description Chaney residence Level Main Line L C+D P lateral 9.550 kips Total wall length 24.830 feet Wall framing species JHF Shearwall v 0.385 kips/ft Oki 1/2" dia. good for 0.730 kips/each Shearwall Mark v cap 0.730 Exterior 3/8" cdx plywood with 8d nails at 3", 12" o.c. • 3 0.402 kips/ft Interior i None Blocking/top plate • 13 0.000 kips/ft 34.83 feet v allow 0.402 kips/ft If user -defined SW used; Description j v allow 0.000 kips/ft Connectors at rim ioist to mudsill/cripple wall top plate Sill nailing O Applicable? 16d sinker good for 0.134 kips/each . 0.134 = 0.348 feet 0.385 16d nails at 4 inches o.c. at SW Anchor bolts O Applicable? 1/2" dia. good for 0.730 kips/each 0.730 = 1.898 feet It 0.385 1/2" dia. at inches o.c. max. Blocking/top plate O Applicable? Connector A35 I • 0.450 kips/each Length of attachment 34.83 feet v 0.274 kips/ft Connectors 20 inches o.c. max. Connectors at rim ioist to mudsill/cripple wall top plate (21 Applicable? v 0.385 kips/ft A35 at 14 inches o.c. max. Page 1 I Page 1 Line geometry Frank Glazewski - Architect Date 10/22/99 1907 Mangrove Avenue Suite E ' Chico, California 95926 Tel (530) 343-4630 Shearwall summary - Line geometry Description Chaney residence j Level j Main Line C+D ' V1 v1 Segment Desc. Wall Opening 53;:90; 0.15 V2 v2 V3 v3 V4 v4 X5;65 ` 0.14 s_ .,;' Force 7.25 0 7.25 y 8.83 w 8.83 y -1.095 ' 9.75 0 9.75 y 0.968 4.00 w 4.00 y -0.504 5.00 0 5.00 y 0.462,;- 4.00 w 4.00 y -0.253 8.00 0 8.00 y 0.714 4.00 w 4.00 y -0.431 ' 5.00 0 5.00 y 0.536 4.00 w 4.00 y -0.180 ' 5.50 0 5.50 y 0.787 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ' 0.000 0.000 0.000 ' 0.000 0.000 ' 0.000 0.000 Total lengths 24.83 40.50 Maximum collector force 1.095 kips ' 16d nail good for 0.115 kips/each Splice 10 16d nails I Page 1 v cQ CD � CO -Length of � N CD CD CD � CD W shearwall (ft.) CD �. i 3 `D Cn ni 0 0 - - -v� a'. W CO Lo between ties CL (ft.) N — C CO w (kips) CO Height Cr o o - CD �' v 0 o (fl) v Cn Q c m o Wall CL N 0 (ft.) o o c„ o o 0 0 =r fCn Roo Roof ( ft) 0 p Cr O CD CD Zn Zn Zn CD Floor (ft.) N oCD_ cr CD CD `< O O 0 o M W dl (kips/ft) M w Cn a) �,- cn O.T.M. Cn rn (ft -kips) 00 D. L. R. M. � N 0 0 (ft-kips) —Lengtfi— W CO Lo between ties CL (ft.) N Tie force C37 CO w (kips) Tie from Cr above (kips) in P total (kips) ao w O I CD 0 Cn 0 0 w CD m m Cn a) �,- cn ?w CD d N � rn 00 O° W N 2 N N O Q. X -a' CL o Cn c C37 =3 CD 0 Cn 0 0 w CD m m Cn a) �,- cn ?w CD d 3 Cp 00 CL o77 -a' CL o Cn c CDQ o Cr n O .1 CD CD O v, o --I a� W 7C C) = 0 ti CCS W O N C<D CD N o cin CDD N c C3) CD D Cn c C7 �' =r rn 0 0 CD >v Cr CL CD N U Wall line analysis Frank Glazewski - Architect Date 10/22/99 1907 Mangrove Avenue Suite E. Chico, California 95926 Tel (530) 343-4630 Shearwall summary Description Chaney residence Level Main Line �E P lateral 2.830 kips Total wall length 8.490 feet Wall framing species HF Shearwall v 0.333 kips/ft Ok! - Connector A35 •1 0.450 kips/each Shearwall Mark v cap (21 Applicable? Exterior i 3/8" cdx plywood with 8d nails at 3", 12" o.c. 16 inches o.c. max. 3 0.402 kips/ft Interior ( None 13 0.000 kips/ft v allow 0.402 kips/ft If user -defined SW used; Description v avow 0.000 kips/ft Sill nailing El Applicable? 16d sinker good for 0.134 kips/each 0.134 = 0.402 feet 0.333 16d nails at 4 inches o.c. at SW Anchor bolts ED Applicable? 1/2" dia. good for 0.730 kips/each 0.730 0.333 Blocking/top plate Length of attachment v = 2.190 feet [D Applicable? 26.00 feet 0.109 kips/ft Connectors at rim foist to mudsill/cripple wall top plate v 0.333 kips/ft 1/2" dia. at JI(/'N(% S14 J inches o.c. max. Connector A35 •1 0.450 kips/each Connectors 48 inches o.c. max. (21 Applicable? A35 at 16 inches o.c. max. Page 1 Mt. V Line geometry Frank GUazewski~Architect' Date 10/22/99 1907Mangrove Avenue Suite E ' Chico, California g5926Tel (530) 343-4630' Shearwall summary - Line geometry Description Fc-haney residence Level Main UO8 V1 V1 V2 v2 V3 v3 V4 V4 Segment Desc. Wall Opening 0.06 Force 4.16 w 410 y 17.75 O 17.75 y ' 1.143 4.33 vv 4.33 y 0.101 11.00 o 11.00 y 1.281((�' 11.00 O 11.00 y 0.545 Total lengths 8.49 39.75 Maximum collector force 1.281 kips 18dnail good for 0.115 kips/each Splice 11 16d nails v CD 0 0 - W W dl (kipsift) -,CD . rn rn Length of O.T.M. N N y Cr' (ft -kips) O_ W shearwall (ft.) cDCD IV N D CD o" 0 --Length 0 o Cr a o c CDQ w w G EY O (kips)��. 0 o Height O Tie from o o 0 o m CD above (kips) N NCD CD I CZ C o - _ Wall CL 0 o (ft.) cn C> O -, o Cv n N N = 0 o O O Roof (�•) O� CS N O CD CD O O � � CD P.7 Cn Cn cn c. N.. Floor m CD Cn —._ CD 0 0 - W W dl (kipsift) W O O . rn rn O.T.M. N N = C� CO (ft -kips) O_ X X o p Cn o CO 0 M m O D.L.R.M. IV N Cn Cv in' Cn• w C:) C1 3. CZ5 w O O (ft -kips) o" 0 --Length 0 o between ties a o c CDQ w w Tie force EY v w (kips)��. O Tie from above (kips) ;;; I P total (kips) 4 w 2 2 rn rn N N = O_ X X C' O O O CD s CO v, 0 w � � O N '� _�, < CD CDW N O CO Ln CCD CD D U c C1 M CD n 0 CD Cn ,y Cr CS CD M. in M. ' ' ' Wall line analysis Frank Glazewski - Architect 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary Date 10/22/99 ' ' Description Chaney residence Level Main Line �F P lateral 6.780 kips ' Total wall length 9.670 feet Wall framing species DFL Shearwall v 0.701 kips/ft Oki Shearwall Mark v cap Exterior 3/8" cdx plywood with 8d nails at 4", 12" o.c.' Interior- 3/8" cdx plywood with 8d nails at 4", 12" o.c. 2 2 0.380 kips/ft 0.380 kips/ft v allow 0.760 kips/ft If user-defined SW used; Description (_ v allow 0.000 kips/ft Sill nailing 21 Applicable? 16d sinker good for 0.154 kips/each 0.154 0.701 = 0.220 feet 16d nails at 2 inches o.c. at SW Anchor bolts (21 Applicable? 1/2" dia. good for 0.820 kips/each 0.820 = 1.170 feet 3x V11 J• t' (( 0.701 1/2" dia. at 14 inches o.c. max. Blocking/top plate O Applicable? Connector j A3s 0.450 kips/each Length of attachment 9 15.00 - feet � . ' v 0.452 kips/ft Connectors 12 inches o.c. max. 'Connectors at rim joist to mudsill/cripple wall top plate ID Applicable? v 0.701 kips/ft A35 at 8 inches o.c. max. Page 1 Mf Page 1 go Line geometry Frank Glazewski - Architect Date 10/22/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary - Line geometry Description Chaney residence Level Main Line F 0 V1 v1 V2 v2 Segment Desc. Wall Opening 6w78; 0.21. V3 0 V4 0 Force 7.25 0 7.25 y 9.67 w 9.67 y -1.540 15.00 0 15.00 y 3.186 0.000 0.000 ' 0.000 0.000 0.000 0.000 0.000 ' 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ' 0.000 0.000 ' 0.000 0.000 Total lengths 9.67 22.25 Maximum collector force 3.186 kips 16d nail good for 0.132 kips/each x Splice 16d nails tom^^ 1 Page 1 go v CD MIM = =.= = = = I, = = = m = = m r CD Length of � cD � CD o � oCDcn 4 shearwall (ft.) °' Roof () ft. CD 0Cr- CD C) o v o Height (n.) o v o o CD ? o 0 bo m cn cn cn o c CD -- -- Wall s N y N 3 CO 3 3 o � (ft -kips) (n.) n- =3 o o 7V o N between tiesQ .c O G, W dl (kips/ft) Roof () ft. N o � C) o r O.T.M. o CD o 0 bo m cn cn cn o Floor cft.t N T Ul m O Q. y N 3 CO _4 O O G, W dl (kips/ft) N m O.T.M. o (ft -kips) o 0 bo m N p m m o D. L. R. M. N Ul m O Q. y N 3 CO _4 O (ft -kips) n- =3 o o 7V —Length N between tiesQ o -a N ()Q. Tie force cr (kips) n 0 Tie from above (kips) ' I P total (kips) cn v CD � CO v, o ~ W n ca n� Z3 0 �. CD CD CD Cn CD co CD D c n co� � m N n O N N O v v 1< Q CD T. N Wall line analysis Frank Glazewski - Architect Date 10/22/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary Description Chaney residence Level Main Line �G P lateral 1.220 kips Total wall length 4.750 feet Wall framing species 1HF Shearwall v 0.257 kips/ft Ok! _ Shearwall Mark v cap Exterior �3/8" cdx plywood with 8d nails at 4", 12" o.c. 2 0.312 kips/ft Interior lNone • 13 0.000 kips/ft v allow 0.312 kips/ft If user -defined SW used; Description v allow 0.000 kips/ft Sill nailing ❑ Applicable? 16d sinker good for 0.134 kips/each 0.134 = 0.522 feet 0.257 16d nails at 16 inches o.c. at SW Anchor bolts 0 Applicable? 0.730 = 2.842 feet 0.257 Blocking/top plate Length of attachment v O Applicable? 4.75 feet 0.257 kips/ft Connectors at rim ioist to mudsill/cripple wall top plate v 0.257 kips/ft 1/2" dia. good for 0.730 kips/each 1/2" dia. at 34 inches o.c. max. Connector A35 0.450 kips/each . 20 Connectors inches o.c. max. ❑ Applicable? A35 at 0 inches o.c. max. Page 1 9Z Line geometry ' Frank Glazewski - Architect 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 11 Shearwall summary - Line geometry Description Chaney residence Date 10/22/99 q-� Level I Main , Line V1 v1 V2 v2 V3 v3 V4 v4 Segment Desc. Wall Opening ;1.;22;_ 0.04T Force 15.00 0 15.00 y 4.75 w 4.75 y -0.610 'rS 5.50 0 5.50 y 0.417 4.75 0 4.75 y 0.193 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Total lengths 4.75 25.25 Maximum collector force 0.610 kips 16d nail good for 0.115 kips/each Splice ,B" 16d nails Page 1 m CO CD U) M Q Q CD L Cn S Z -- - Length of � Cn i ; :3- D N rD � CD Cn =rshearwall (ft.) CD ° Cn �. CD n� Tt 0' ------- COCL Height (ft.) v o o v _' =3 N Q � CD o 3 CD � o Wall Qo0o 0 N Roof (ft.) N r -' w n� CO ni C) CD 3w 1< = 41 o < CD r Prm Cn rn n� < CD FloorcD ca Cn p cfl Cn CD C/a CD 1< rn CD D o 0 ai W dl (kips/ft)�' = M O.T.M. -, N -' (ft -kips) CD 0Cn 0 CO M mm C>D.L.R.M. Cn M fN. N. o cj N Cn (ft -kips) o �. —Length a 0 between ties a o Cn Q Tie force N � Cr (kips) n O Tie from , above (kips) o P total (kips) CD N0 O X Q O N CJ) ro 7 CO U) M Q Q CD L Cn S Z BUILDING DIVISION COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE: (530) 538-7541 AGRICULTURAL BUILDING EXEMPTION PERMIT PERMIT NO. d 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. ASSESSO L NO ZONING AC OWNE J PHONE OWNEFj ,�1D ESS-+ G n V L• LOCATION, OF -BUILDING, USE OF BUILDIN SIZE OF STRUCTURE TYPE OF CONSTRUCTION: WOOD FRAME cK STEEL CONCRETE X OTHER (Specify) TYP�E F! SIDING ROOF COVERING FLOOR TYPE T LL d e) ESTIMATED COST OF CONSTRUCTION AG Buildings shall comply with the minimum front, side, and rear yard setback requirements of the applicable County Ordinances as follows: 5,,- t - -a. /1"u"L' 9 �Ld FRONT SIDES /yvwp--, REAR '40"V— 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. AG Buildings must comply with Flood Zone requirements. Finish floor elevation must be at or above elevation USGS Datum. I declare under penalty of perjury that the building will be used as stated above 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 comp"h the requirements in effect at that time and before occupancy. // PCI�ate //- �! 9 04 S gnature of Permit Fee - $60.00 Receipt No. 080 7 70 The above described AG Building is exempt from a building it. FLOG I PARCE P.K I ROO GISSU Manager Building Division _ By White — DPW, Yellow — Assessor, Pink — B. I., Goldenrod — Applicant Date II COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PER IT NO. (Rev. 12/96) APPLICATION AND PERMIT _ O LLLL /6yr_O�P�C�UUUUEL6UyyR ZONING BUILDING PERMIT " OWNER RICHARD CHANEY TELEPHONE SQ. FT. OCC. BUILDING VALUATION .OWNERS MAKING ADDRESS 275 TYRELLA AVE, MT VIEW CA 94943 CONTRACTOR'S NAME TELEPHONE CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAIUNG ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS I Plan Checking Fee $ BUILDING ADDRESS 555 CIRCLE DR . , OROVILLE CA Energy Plan Checking Fee $ $ PERMIT FEE S LOT NO. SUBDNIS IONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: SERVICE FOR WELL AND LOT DEVELOPMENT RELOCATE TO WELL BUILDING. Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G W 920.00 PERMIT FEE S ELECTRICAL PERMIT Fling Fee 20.00 0 R LE Main Service . ' OR LESS 23.0Q!3. 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 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 Main Service 200A TO 1000A INEW 46.00 NEW CONST. DW LING OCCUP. OR ADDNS. ( a ACC. BLDS. SO 3.5¢FT. RESID. CONST"OUTLET OU CUT 97,50 POWER APPARATUS a SINGLE OUTLET CIR. Ex. Occu ourLEroR FIXTURES 20 (P 1.00 BAL. @ .50 FIXED Ex. Occup. OUTLETS R pOEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirina 23.00 PERMIT FEE $ 58.00 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 MECHANICAL PERMIT Fling 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.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to 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 fo :ithcomply with those provisions. X Date �� '"— Signature of Applicant - ❑ Owner ❑ontractor ❑ Agent An OSHA permit is required for excavat' ns over 5'0" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ Occ TOTAL FEE $ 58.00 CONST�FE HA2. IMP I FLOOD I CDF I PARCEL I PD HD ISSUE This permit is hereby issued under of the Butte County Code and/or indicated above for which fees have ByDate PERMIT XPIRES ON the applicable provisions Resolutions to do work been paid. Date ReceiptNo.2 9-0 1!N/, WHITE-D.D.S.-B.D. A ARY-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 NC (Rev. 12/96) APPLICATION AND PERMIT 99 OUTLET OR FIXTURES! "° W ^Oaf m""° BUILDING PERMIT 5.00 Temporary T'ON! SO. FT. OCC. BUILDING VALUATION MAanw AOORese - Wel V3 Facilities 20.00 Misc. Wiring OONTRACrOR7 1M1! Oo TlL�IWN! CONTRACTORI MALOO ADORM CONeTMJCn011 U9MM LZAIDE" MAMM ADORM Fireplace Total Valuation S ARawreR M � eNS! Filing Fee S 20.00 ARCW= OR ENGNUR7 MALJNG AOOFX= Permit Fee = Plan Checkina Fee S Energy Plan Chocking Fee t i PERMIT FEE t WT NM 'ueoasaN1wwe PAAxlL MAP PLUMBING PERMIT Filing Fee 20.00 USEUCTURE SF O Duplex O Mobilehome Other _ �l� 'SOV Each Trap 7.00 Solar or heel pump water heater 23.00 Water piping 15.00 TYPE OF WORK New O Addition O Remodel ❑ Unities ❑ InstalO Other O Describe Work: �' G` Each gas water heater or vent 15.00 i stem Gas stem 1 - 5 outlets 15.00 Building sower 15.00 Mobile Home S G W @20.00 PERMIT FEE S �j ELECTRICAL PERMIT Filing Fee 20.00 Main Service o0 o�R t�Esa 23.00 r 00 _ ......... _ ..--- — — -- Main Service 200A TO I000A 46.00 NEW CONST. OWELLNG OCCUP. SO. OR ADONS. ( a. xne. 3.50FT. NOWRESID. sR w�o ira ) t�7.50 CO Ex. Occup. OUTLET OR FIXTURES! 200 1.00 SAL .00 Ex. Occup. OUnET4 610. EA 5.00 Temporary Service 23.00 Mobile)Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S v MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEt $ Mobile Home Installation Fee S Energy Inspection Fee b «C COF4T Tree TOTAL FEE NA2. 0. FEES I SMP I FLOOD COF I PAACEL PO 1 iO 16SUE 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. By Date PERMIT EXPIRES ON (pare) y Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your signature. 41 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 lab and materials for construction of the proposed prope improvement: YE%� NO[ ]. 2. I HAVE[j�HAVE NOT[ ] signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction: NAME: ADDRESS: 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: /) PROPERTY OWNER: 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. May 1995 2.26 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 you plan to do your own work, with the exception of various trades that you plan to subcontract, you should be aware of the following information for your benefit and protection: 0 If you employ or otherwise engage any persons other than your immediate family, and the work (including materials 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. 0 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. 0 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. 0 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 "ownerbuilder" 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. Sincerely, / J Michael C. Vieira, C.B.O. Manager, Building Inspection NOTE: This Owner -Builder Information is required by Section 19830 of the California Health and Safety Code. May 1995 2.27 �•,� .. :� - ... .. .- r.-�-•a.v-..r.M',w,��..,.�� v_."`�''i+'+��''�°".C,'Sf'�'"_'�a�Ka:. �vgy,.�ge+r.°SYS;t�^+•�{7G�',et•gri�+Y�,��ag�' .`•'wi►,�/zsfgF�rry .� 036-230-022 r ►' 99-1792 CHANEY, Richaid. , 555 Circle Drive, Oroville ' µ COntr: Owner I Elec/well &lot dev ,i t • ij , • o F OFFICE COPY i s r --`bate By TRIC Meter By • F r "Y 1 COUNTY OF BUTTE - DEPARTME49F 4EVELOPMENT SERVICES - BUILDING DIVISION -� _..s. 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. (Rev.12/96) APPLICATION AND PERMIT 44 4a ASSE$SQRP2 ELN MB����gg U3b-1--ULs ZONING BUILDING PERMIT OWNE xiCftAR CIiANEY 650 TELEPHONE 9454,j 2 on Sp. FT, OCC. BUILDING VALUATION "IUNG AD 17J lUl.).LTA AVE1dt.)E, IWN VIEW CA 04053 CONTRACTOR'S NAME nz V12T) TELEPHONE CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER [Fireplace LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Ficin Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAIUNG ADDRESS Plan Checking Fee $ BLII:1.13 ACLE DRIVE. OROVILLE Energy Plan Checking Fee $ $ PERMIT FEE $ LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other MEC/WELL & IAT DEV SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other?d Describe Work: Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W 920.00 PERMIT FEE $ ELECTRICAL PERMIT Fling Fee 20.00 OOOV OR LESS Main Service 20oAORLESS N 23•00?3.00 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.P 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: /NOi, 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 hereby affirm under penalty of perjury one of the following declarations: ❑ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 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 Main Service TO 46.00so CCU000A NEW CONST. DWEWNG OCCUP. SO YV:A OR ADDNS. ( 6 ACC. BLDS. 3.50FT. NO.R.I. MULTI -OUTLET @7,50 IATS OWER APPUARATUS a SINGLE OTLET CIR. 20 @ 1.00 Ex. Occup. OUTLET OR FIXTURES SAL @ .50 Ex. Occup. oFl� R PLNS p,OEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirina 23.00 PRE INSP 23.(10 PERMIT FEE $ 66,00 MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ 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 worker' compensation provisions of section 3700 of the Labor Code, I shall forlthwJth comply with those %provisions. Qate �� �� .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. Mobile Home Installation Fee $ Energy Inspection Fee $ occ cow, T. TYPE TOTAL FEE $ HAZ. D. FEES IMP I FLOOD I CDF PARCEL PD HD ISSUE This permit is hereby issued under the applicable provisions the Butte County Code end/or Resolutions to do work indicated above for which fees have been paid. 1 By r r -- . - _ Date ,1 PERMIT EXPIRES ON '////e3 I) / / Data ReceiptNo. 273670 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 I 9� `7 ASsf.�Yd PP�t—NdMBn 2 UU (t�, [[,,.-Sj U ZONING BUILDING PERMIT "W TCHARD CHANEY 650 TELEPHONE 96 — 2 SO. FT. OCC. BUILDING VALUATION Owyi ynU .MA AVENUE, MTN VIEW CA 94043 CONTRACTORS NAME TELEPHONE CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDERS MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Fee $ 20.00 —Filing Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUTrD!TkCLE DRIVE, OROVILLE Energy Plan Checking Fee $ $ PERMIT FEE $ LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other ELEC/[BELL & LOT DEV SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other Describe Work: Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W 920.00 PERMIT FEE S ELECTRICAL PERMIT Fling Fee 20.00 800VOR UE Main Service 2o0A OR LESS 23.00 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,N 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 La_ w,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 Main Service 200A TO 1000A 46.00NEW CONST. DWELLING OCCUR OR ADDNS. ( & ACC. SLDs. SD 3.5¢ fr. A °esIU MULTI -OUTLET RANCH CIRCUITS @7,50 POWER APPARATUS & SINGLE OUTLET CIR. EX. OCCU OUTLET OR FOTTURES 20 Q 1.00 BAL Q .50 Ex. Occup.oFIx�E RELNsID.OE. 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PRE INSP 23.00 PERMIT FEE $ 66.00 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 MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ 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.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to 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 fort com ly with those provisions. X _- _ UIgnature of Applicant - Owner ❑ Contractor ❑ nt An OSHA permit is required for excavations over 5'0" dee and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ occ CONST. TYPE TOTAL FEE $ HAZ. I D. FEES IMP I FLOOD I CDF PARCEL 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. By Date PERMIT E IRE ONO (Date) Receipt No. 273670 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT vPPr..fC'�''en'T'!h�7i%�'�%�+�!,t�.•w is;�,i^ COUNTY 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 PARC NUMBER: Proposed Building Use: Building Inspector: Date: At time of permit application, I was advised the following data must be submitted prior to permit p ce sing d/or issuance: Date Received By ❑ 1. All items have been submitted -------------------------------------------------------------------------------------- E12. Plot plans, 3/4 sets, signed by the preparer of plans. ---------------------------------------------------- ❑3. 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. ❑ 5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! --------- ❑6. Energy Design Compliance and supporting documentation. ------------------------------------------- ❑ 7. Statement of Intent for Non -Heated and A/C Buildings. ------------------------------------------------ ❑ 8. Hazardous Material Form. --------------------------------------------------------------------------------- ❑9. Manufactured Home data and installation instructions including Tie Down Specifications ---------- El10. Fees of $---------------------------------------------------------------------------- ❑ 11. Impact fees as shown on the attached schedule. ------- ❑ 12. California Department of Forestry plan approval/fees. 1113. Flood elevation certificate. ------------------------------- ❑ 14. Sanitation and plot plan approval 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: (B) Parking: -- ❑ 18. Contact Land Development about ❑ Improvements, ❑ Drainage, ❑ Legal Parcel. ❑ 1Encroachment Permit for 'veway (construction approval prior to occupancy). --------------------- 20. Pre -inspection for 1i required Request to Building Inspector on E12 1. Contractor's license information. (Number, Name Style, Classification). 022. Workers' Compensation carrier and policy number. ----------------------- E123. Owner -Builder Verification (Given to owner ❑, Mailed to owner ❑). -- ❑24. Letter of signature authorization. -------------------------------------------- 025. Recorded copy of Agricultural Acknowledgment Statement. -------------- 026. Letter of intent on building use. ---------------------------------------------- 027. Manufactured Home utility clearance. --------------------------------------- 028. Existing violations and/or expired permits. --------------------------------- 0 29. ❑433 A, 11 Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ 030. Other: (Date) Wh you issueseeit, p o1ce�js follows ❑Mail to owner,,❑�M�ail Ftp ntractor. CJ Telephone CCf� 1 [ and hold for pickup at Cir Uva ce. ❑ Deliver with inspector. Applicant: Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Air Pollution Date: By: Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ Other: Date: By: 1. Index permit application for the above items numbered: ❑ Plan Check List 2. Additional items required: Contractor, designer, owner, was advised of the above required data by o phone, ❑ mail, o 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, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Plans reviewed by: Date: Plans approved by: Date: Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: Yellow Copy - Department of Development Services, Building Division. im Attention Property Owner: An "owner -builder" building permit has been applied for in your name and:bearing your signature. >�� •3 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 V be issued until this verification is received. I personally plan to provide the major labor and materials for .construction of .the __0" ­ .? proposed property improvement: YESVA NO[ ]. "� I HAVEO(J HAVE NOT[ ] signed an application for a'`buiilding pbimit'for the proposed work. Jr 3. I have contracted with the following _person (firm) to provide the^` proposed construction: NAME: ADDRESS: - CITY: rT 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: r NAME: ADDRESS: CITY: PHONE: CONTRACTOR'S LICENSE NO. 5. I will provide some of the work but I have contracted (hired) the following. ..per". to provide the work indicated: NAME ADDRESS PHONE TYPE OF WORK SIGNED: PROPERTY OWNER: 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. May 1995 2.26 O.B.-1 E >::: '< ..< ............................:::::. ........................... MX..................... 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 you plan to do your own work, with the exception of various trades that you plan to subcontract, you should be aware of the following information for your benefit and protection: 0 If you employ or otherwise engage any persons other than your immediate family, and the work (including materials 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. 0 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. 0 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. f 0 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 "ownerbuildee' 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. Sincerely, Michael C. Vieira, C.B.O. Manager, Building Inspection NOTE: This Owner -Builder Information is required by Section 19830 of the California Health and Safety Code. May 1995 2.27 PRE -INSPECTION OWNER:_ LOCATION: CONTRACTOR: PRE -INSPECT DATE A.P. # COG- OG- ZONING- ZONING DATE DATE TO INSPECTOR --------------------------------- PERMIT HISTORY: NONE E3""AS FOLLOWS: ask TYPE OF OCCUPANCY FIELD - INFORMATION BUILDING USAGE: TENNANT: _ f OCCUPIED 'HAS ELECTRIC HAS GAS r] HAS SANITATION FACILITIES HEATED. -COOLED PERSON CONTACTED OTHER COMMENTS: r } ACTION RECOMMENDED: 0 ISSUE HOLD FOR f OTHER: + 4 r t BY St k� ` ' ' ` ' J / . ` - � ' .� . ' ' N ' \ . - '. .^ ' 06?®7 ' COUNTY OF BUTTE DEPARTMENT OF PUBLIC WORKS 7 County Center Drive — Orovi Ile, California 95965 Telephone: 534-4541 APPLICATIOWAND PERMIT r'?;o 0 7— 77 :Rv /► Dat Sig , a of er 't '' ar Agent Receipt No. .3� White-D.P.W. — Yellow -Assessor — Pink -Inspector — Goldenrod -Applicant tnu tsutie uounty coae anaior resolutions to do work indicated above for which fees have been paid. DIRECTO F PUBLIC WORKS euildingo Date 6-1 — % � permit expires Date _ 6-1 3-- BUILDING Owner G 6 `e SO. FT. OCC. BUILDING VALUATION Mailing Address Z 3S d relepF pne No � Fireplace Contractor In Total Valuation Mai I i ng Address Permit Fee Plan Checking Fee &/or Penalty - Telephone No. Permit Fee $ Building Address /iC �I(% PLUMBING No. @ FEE PERMIT FILING FEE $3.00 Each Trap 1.50 Oro U Repair drainage or vent piping 1.50 Water piping 1.50 Each gas water heater or vent 1.50 A. P. N —�3 —�� Zoning & Planning Gas piping system 1 - 5 outlets 1.50 Each additional outlet .30 Fees W.C. —Serrit ion I Fire Dept. Fire Zone Use Permit Building sewer 5.00 EQA Parking Plans Declaration Parcel ap 60' R/W Improvements Lawn sprinkler system 2.00 P el Approval Plans Approval Permit Fee $ ELECTRICAL No. @ FEE NEW ❑ . ADDITION ❑ UTILITIES ❑ OTHER`,o PERMIT FILING FEE $3.00 3100 y� I/(C `� / �n Main service io00V OR o AMP ORSLESS 5.00 Main service EA. ADD'L 100 AMP 2.50 Single Family ❑ Duplex ❑ Mobil Home ❑ Others Main service OVER 600V 100 AMP OR LESS 25.00 Main service EA. ADD'L 100 AMP 1.00 U no) O -KV NEW CONST.DWELLING OCCUP. & OR ADDNS. ( ACC. BLDGS. ) 2�Sq ft NEW CONSTR. MULTI.OUTLET NON•RESID, BRANCH CIRCUITS) 2.50ea NEW CONSTR. (POWER APPARATUS &) NON.RESID. SINGLE OUTLET CIR, CONTRACTORS LICENSE LAW I am licensed under the provisions of Chapter 9, Div. 3, of the State of California Business & Professions Code under the name style of: Ex. Occup(OUTLETS OR FIXTURES)@L2l BALC�1 Ex. Occu FIXED APP LNS. OR P•(OUTLETS (RESID.) EA) 2.00 Temporary service 10.00 Q . cgtJ Mobile Home Facilities 15.00 License No. Classification Misc. Wiring 6.25 I am exempt from the Contractors License Laws of the State of California. Permit Fee $ $73 12-'C WORKMEN'S COMPENSATION INSURANCE 1 am aware of the provisions of Section3700 of the California Labor Code which requires every employer to be insured against liability for Workmen's Compensation. ❑ I have placed on file with the County of Butte a certificate of Workmen's Compensation Insurance. I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workmen's Compensation Laws of California. MECHANICAL No. @ FEE PERMIT FILING FEE $3.00 Heating Cooling Ventilation Hood 2.00 Permit Fee $ $ I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby authorize representatives of the County of Butte to enter upon the above-mentioned nronPrty fnr inCn Pntinn niimnece TOTAL PERMIT FEE $ This permit is hereby issued under the applicable provisions of /► Dat Sig , a of er 't '' ar Agent Receipt No. .3� White-D.P.W. — Yellow -Assessor — Pink -Inspector — Goldenrod -Applicant tnu tsutie uounty coae anaior resolutions to do work indicated above for which fees have been paid. DIRECTO F PUBLIC WORKS euildingo Date 6-1 — % � permit expires Date _ 6-1 3-- Date / --------- �� Signature -PLotL►�►N s5sr di2. 0e6tl, lc= CA . r •1' I . _ _ - - - � i-. � ._-_ - _moi- -+'_.p . _� i -.i--` -�-- --'---' _•j'-•- < � . V. V i /` _ mironmental Hoak;; APR 0 7 2000 1 County t;emerUnvE (irmlliiie. ca -N 40 O- i of O I a- 4,1 4 11'-0' 24'-O' L 3'-2' 4'-8a 3'-2' 10'-4' NOTE: PROVIDE STEPS TO GRADE AS REQUIRED. CONFIRM LOCATION WITHOWNER - i A19 ---------------------------------------- -------------------------------- t K YNOTES 1 A13 A 01a -°O SIT'ii G G N13K FLOOR PLAN IQi(7BV A14 ' wD i CARVE + A 01 CCM3EiE STH' C O] DOIELE SNK WITH Dt51'OSAL VAU4TED a O i CAST ROFD M - A 02 1212 COFT•90 CLCD Win A 05 O C 02 D DAM 1 t M AA o034 LUNMHRV /cLaOBWr. ER CAM COYD PORCH cos CocFcr�o�P�ov�E �oo i CONCRETE + t PLASTER LID A 05 CaM BREAK C 04 NOT USED i I—T---------------r ......, A ------------- 06 12" Sa BILT-ll' CCU" C 05 B&T-N DOULE OVEN I t _ A 09 A 07 2 x 6 WALL RRAhM C 06 d 9W"TOR SPACE 1471 in I 7a ° �•------------------------ --- -� HBLn A 08 CONN= R ME WAIL TO C 07 CO LNIERTOP AT +3fi ` `` a n A BOTTOM OF C 08 DE9C WITH IOE SPACE BELOW 6050 SL (TEMP) }-------------------- r0 A 09 CASTS OPB+I1G + - ( -.:. o ..:r; ,, ._ ., ..:F« v wi.. Yr. , t ..., ,kms ,Z.. , =.7t , •� / ,-. , — — _ _. —. _ .— — — — — _ _ � c 09 >s<.AI,D t A 1D BR�tC VB�i - ATTA(�i PHt NOTES HB ' ' +[DO = + PROVIDE STEPS TO + ON HEA -1 CIO 12" SFBVES 1 I I t i GRADE AS REQUIRED. Al WASr6Z/DR R PROVDE D M VENT. C1 EATN6 BAR - } I I CONFIRM LOCATION WITH �0 n IL MASTER BEDROOM aO OWNER , �Q , EQUIPMENT I , _ A 12 STAR FA DRAL. PER GB+RAL NOTES C2 2 x 4 WALL BELOW COLNTR Ina UUi FOR TUB i I CARPET i N� T-- --��' F- >n t i . A 13 FLISN TLE FEARTH C 13 +36" COINTHt R'if}I MICROWAVE -- ---- ---- ------------------------------ ----- y D 03 , I i COFFERED CLG. i --- -- - - �. i .------------------- ABOVE --. � --- --------------------------------------- `'-------- ---- • r- -'� ` � �-------------------------- A 14 DRECi VBVT FIREPLACE - INSTALL a I i , R LB OOR � `�,�' A Ob `y � • � i I C PER MFRS SPEO RCATI(M C 14 21 x 24 VEGETABLE SNC WITH - - - O M. BATH , , A 19 _ DISPOSAL. p4 , COY'D PORCH A 15 FIREPLACE -MODE. BY OWNERCARPET NOOK 9' CLG. i 1 1 O X Lo - 1 Ln SEE PLAN FOR SZE IN STALL PER CONCRETE Ep COV PORCH I MSS IEORCATqA 04 PLASTER LI (5.12 VAULT) TILE lu A OOFFERED '" CONCRETE I I I A 16 ATTIC AOCESS - WUM 72"x30" PLASTER LiD 04 166 i ' A 05 ' l2) O i i A V G*+IRID RIRNACE ON PLAT-= 265 SL (TEMP) (2) 2L60 SL (TEMP) S-- -- f , y� SZE AID LOCATION OF tNT TO BE - - E V13TIED VITI WAC CCNTRACR R (2) 2010 AWNING (2) 2020 AWNING t `:': t D i NOTE: - V,T.Ol BATFRCCM NOTES tl� i G I� •' A 02 �`. i� CL05 OYER OVER ��l1 , 1 PROVIDE STEPS T O TILE 'C ------- --------------- --- , I I r GRADE AS REQUiR O A 18 C43 -FM IRWCE N CLOSET, ern :r , PAIR 3448 ' +~ aW.a ,r I i i CONFIRM LOCATION WITH NSTAL.L PER MFRS S EO ATK2+JS D 01 60" CASi-4iON TIB WITH SH04'1HZ POCKET , A 05 Al + I 1 I t r 19 , , OWNER Rff13t TO VBfiLAT10N NOTES ON PROVDE RCD FCR GRTATi lz{ N ` 3R. t I 1 I Sri A� FOR DOOR VEN1UlTI0N --`----- ---- D 02 'LH►�!'M GLASS 13 C]..OME a -------- WACLOSET ' °- I t �r � FR. ooRS --- -- � - _ 401 FIXED 1 1 ------ - ------ - �, ,. ----- - t REQIiS _ A 01 oY R I �` r CARPET COS ao t t + A P 6 x 6 C - - D 03 JAa U -0 BY cnni+�i 9 CLG. , �, , I 1 + I Viii i WAR A 21 ---,r ------------ 'sA 6 t 1 '. >;.. /�' 1 WRAP - SE ELEVATIONS 1001 o ----------------------------------- 004 TLE DC{!C AT 420': i S t P ; = i .� r. -Stir. i A 20 BLLT-N ROi+SVG BOARD , • A 03 AZO in I I i �„� D 05 7L® 940WER WITH TEW. A A CONXNN G WT GLASS DICLOM E RHR TO PLANS LAUNDRY Os I 1 0 1 y FCR SiZE t KITCHEN ° 9 -� 2' ;i. ;1 TILE n ti �-� ' AMILY ROOM GARAGE D 06 +48" TM WALL 9' CLG. PAIR i A' ° u T , 448 � J T t I 9 L CEILING i i f3� B 01 100 GALLON GAS-FIRED WATER D 07 TLE STH' CARPET 'v :. x j� A 13 m Il' 3' CLG. C 01 I PROVDE P!T VALVE WiTH DfSCFWZGE 4068--_ �_ =* Y TO OU1�DE un - BI -FOLD 406 W i r- oBi-P Jr.)D z ' o , I I 302 PROVDE RAM) WOC}RME PLATf{TMM C14NBEDROOM 2 AT GAS-FIRED APPILIat•1M No M C OZ RMSW4lL BE PE Wi ED W"18" wr UNDE L CARPET ------ - +- --I > _ • ,_ s . p-0' a `� ��:. i i - OF FL OCR RF OOR + 288 x 0 2 9Y, 3 4 /4 10 ACCESSJ 9 CLG. a,,, B 03 PROVDE SBW STRAPPING AT WATHZ M HAL �r= ;� C 13 09 "°- � A 2i 804 PROVDE AUTO NACT PROTEcnCN CA PET, ,- a 'v ,_ Q ! � � 10 LG. (i,�, �=:; >: .' �,-:. "; FOR THS � 4" DIA. CC1+IG i 2 O , 5 4 .r II -O . F11ID P�f - 30" HGF1 BM Mill t �i8" INTO 16" DIA x 24 D� CONG r 4 AOL A 0 A OL C 05 ' �,� "`: ` — / -; : .. ::- .�. � ;.. a .. .. . .. .......... ... ... _ " {{ 2448 ;t. _ ,...... y:3> FOOTNG, S t P ------ 2448 1"d ------ ------------- 2848 ,' A 11 Sr`�. i 605 CON(T�11= SOS 8 � MAX A 04 ------------ , , , POCKET �/ — i ` r� B 06 DOOR HU BE SOLD C OFE VM > O `, Bi OLD 1 1 I 1 HALL ._ 01 A Ol SB F CL06NG Fi�Gr_S O U s�t - r I YE T. 5 4 3 � LAVZ A 09 I i A 09 CARPET ,,' B 03 AT R 8 07 a of SOFTENER WOOD RRA&® S1H'S WITH WOOD a , _ c CA PET 10' CLG. ' FIAAPIORAL PER GH�61AI_ NOTES CLOSET 1448 sroR. o , , CPT. �; f i ' i i '� II' -3' CLG. i i �, Q t „a <. ,. � � A 09 + 02 2848 �- X � �1 CARPET 9' CLG. ISO B 08 PROVCE 5✓8" TYPE X GYPSLM BQ O , ------ ------------ 1468 w. SUB -PA L °� F c o --------- -------- t affi/GARAM CC��7N W ud BEDROOM 3 .. �... r,..r y.,, ..� , ALL, CARPET - ---- --- ---- ----------- --- --- y.:; R_OOR TO ROOF SFEATINC , �, �� PANTRY Q � A OG ! A 04 Y ,\ 2468 9' CLG. , A 05 A 9 A 05 TILE POCKET 2448 N POWDER 9' CEILING LAV3 U POCKETS -- --- -------------,� at I . ,, I , , I i� ------ -%1 TILE 2448 m _ BATH 2 CPT. 2468 I A o2 I I. , t �� t I ' , + I �A 02 �. 1 r- 9 CLG. D OI 9 CLG. I i` ------ ' i r A 09 I I . i! TILE I }--- — fi r , 1 --- ------ I �� 41 C E , 1 A o5 I r I I I+ 1 I I + ` A 04 + + , I I + , I A 05 I , 10 KEYNOTES ARE Gam.. AND ALL NOTES MAY NOT APPLY c 1 t 1 r 1 ✓ L _ A 09 , E , 1 TO THIS PLAN FM TO PLM FOR APPLCA8I.E NOTES w 1 f 4 I t r I 2440 SL 4050 SL WITH ---- - FIXED TOP LIVING ROOM , ----- IP -2," CLG. � I ;,1 DiNiNG +ia4 - GENERAL NOTES 7-0 R. -FIXED ARCH 4'-O' RADIUS I CAR ETC}. , I I I 24L8 COFFERED CLiCARPETTOP OVER OL G , COFFERED CLG. i In REFER TO STRUCTURAL PLANS FOR ADDITIONAL TILE WALL FRAMING INFORMATION. (POST LOCATIONS, ETC) 9 CLG 31 33 91-1 2'-9a ---- ,� CEILINGS SHALL BE 9 O TYPICAL, UNLESS NOTED 6 -10 , r , + - r .r t ` OTHERWISE. #------------- ` t'-10' 1'-4' II' -10' I . I r .,,. _: ,; , .' I GARAGE NOTE THAT BRICK AT REAR AND SIDE ELEVATIONS N<=-- ----------------- PAIR 3068 *----------------- - A`j B I CONCRETE J► iS TO BE OPTIONAL. FOUNDATION DETAILS FOR BOTH CONDITIONS HAVE BEEN PROVIDED - REFER TO FOUNDATION + i i FiXED ARCHSTOP I ` SHEETROCK WALLS q PLAN AND SHEETS S-2.1 AND 5-2.2. LITE VER _ k AND CEILING. TYPICAL y , L .,w y ;r SEMP 1 I SOLO TEM ORCH0Wl FIXED IPXED ARCH OVER VER I - - 200A 9'-10•RADIUS CONCRET AIN SERVIc 9'-10' RADIUS ------------------------ ------------------------ STEPS TO ORADE ` x 3'-1' '-10' I'-1" 1'-4' 9'-0' i'-4' 1. 1'-1' S'-10' 3'-1' E 2,_oa 2L' -O' I '-O' e' -O" 13'-0' 5'-8' �, .�`` ��.A0- L XA , 0 #i -',CPQ k 00 / jP ryry t AREA TABULATIONS ^�C ~ CONDITIONED FLOOR AREA: MAIN FLOOR 3151 S.F. TOTAL CONDITIONED 3151 S.F. GARAGE 801 S.F. CoQ f�N o a to t r�� �r�b .ysc� yaa�wry'�i'�Nt K s xR r'y 1•' y � r,a �£�.A R�C�u�_ ;,f 7 s�b , ?�°�� �y r . t st�'�sw.'+7°�" frank m glazewskl architect structural design 1907 Mangrove Avenue Suite E Chico, California 95926 tel f 530? 343-4630 fax (530) 894-3422 P �\ ` '�� 1 1C9tlYIdU�'y9yp4mm � �/� \p0 °, :��`v.• cc,�l,>