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HomeMy WebLinkAbout079-370-074\j ,{ 1 NOTES RESIDENTIAL l / 036-230-074 311658 2 fa S' _ PERMIT NO. ROBERTS { S, DAVID i CIRCLE DR, OROVILLE j NEW SINGLE FAMILY _j - - i SPECIAL CONDITIONS CHECKED - BY t«- SRA FLOOD CERTIFICATE'.REQ.. - FIRE SPRINKLERS REQ„''"' -= SPECIAL INSPECTION ITEMS; i ' USE PERMIT CONDITIONS ~ " s SUB -STANDARD HOUSING LETTER 4 -. OFFICE COPY'', Address r GAS Meter By Date GAS Meter By Date ELECTRIC Meter By Dat�__� 1 JOB FINALED (D e) v Signature 4 O 0 Nr4OK r = Not Readyable DECW, COVERS, CARPORTS, GARAGES (Plans) OK except #'s MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location -Test -Fall -C/O -Concrete 4. Water; Location -Test -Easement Needed (Sketch) Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete Carports; Windows -Doors 6. Gas; Location -Test -Wrap;-/ P' L 'ft. / P Nat. or / P' L "ft./ P LPG Electric 7. Well Clearance & Disconnect Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 8. Utility Clearance Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Date 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 POOLS (Plans) OK except #'s• 3. Gas; MH Test -Demand -Valve -Connector Setbacks -Easements 4. Electricity; MH Test -Crossovers -Breakers -Clearances 2. 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator. Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test Date 11. Card B-1 Date Card B-1 Date 12. Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) 1. Zoning Requirements -Setbacks -Easements Card B-1. Date Card B-1 2. Footings; Size -Spacing -Marriage Line Card B-1 Date Card B-1 3. Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verifv #'s with Office Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECW, COVERS, CARPORTS, GARAGES (Plans) OK except #'s Zo • g Requirements -Setbacks -Easements ootings; 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 6-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s• 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elect; 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 Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1. Date Card B-1 Date Card B-1 Date Card B-1 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 completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. Date 44Jel'��/O Inspector REV 1P942 '�t•�l,y,+�;k,..p::+�.,�,�.y.,raww�i�.l'�,.�;,�v\,�,.�Frt`a''''7,.,, „oma --,- r-�-�� ...., ..._,-. ...� .--r�r.--�...•.+• a-- •,- �.,.� — � z COUNTY OF BUTTE BUILDING DIVISION 2 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 completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. Date Z Inspector REV 10/92 INSULATION CERTIFICATE Job Number: 4096 Theveos Construction Circle Dr., Oroville Contractor/Owner Name Job Address (street, city, state) Butte County Subdivision Name Lot Number DESCRIPTION 1. ROOF Material: Thickness (inches): 2. CEILING Brand Name: Thermal Resistance (R -Value): DECLARATION I hereby certify that the above insulation was installed in the building at the above location in conformance with the current Energy Efficiency Standards for residential buildings (Title 24, Part 6, California Code of R tions) as in ' e Certificate of Compliance, where applicable. ID, (—1 I D/�i,, _ Chico Insulation ber's Signature and Date (,y ,1 ^ Installing Subcontractor (Co. Name) or ` °� General Contractor (Co. Name) or Owner Item Number's Signature and Date Installing Subcontractor (Co. Name) or General Contractor (Co. Name) or Owner Batt or Blanket Type: Fiberglass Brand Name: Johns Manville/Knauf Thickness (inches): 12 Thermal Resistance (k -Value): 38 Loose Fill Type: Fiberglass Brand Name: Johns Manville/Knauf Minimum Installed Weight/ft Ib Minimum Thickness: inches Installed weight per square foot to achieve Thermal Resistance (R -Value) of - f3. 3. EXTERIOR WALL Frame Type: A. Cavity Insulation Material: Fiberglass Brand Name: Johns Manville/Knauf Thickness (inches): 51/2 Thermal Resistance (R -Value): 21 B. Exterior Foam Sheathing Material: Brand Name: Thickness (inches): Thermal Resistance (R -Value): 4. RAISED FLOOR Material: Fiberglass Brand Name: JohnsManville/Knauf Thickness (inches): 61/4 Thermal Resistance (R -Value): 19 5. SLAB FLOOR/PEREVIETER Material: Brand Name: Thickness (inches): Thermal Resistance (R -Value): Perimeter Insulation Depth: 6. FOUNDATION WALL Material: Brand Name: Thickness (inches): Thermal Resistance (R -Value): DECLARATION I hereby certify that the above insulation was installed in the building at the above location in conformance with the current Energy Efficiency Standards for residential buildings (Title 24, Part 6, California Code of R tions) as in ' e Certificate of Compliance, where applicable. ID, (—1 I D/�i,, _ Chico Insulation ber's Signature and Date (,y ,1 ^ Installing Subcontractor (Co. Name) or ` °� General Contractor (Co. Name) or Owner Item Number's Signature and Date Installing Subcontractor (Co. Name) or General Contractor (Co. Name) or Owner COUNTY OF BUTTE - DEPA9TMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center DriveOroville, California 95965 • Telephone (530) 538-754 ,,PERMIT No. '(Rev. 12/96) APPLICATION AND PERMIT - '- ASSESSOR PARCEL NUMBER 036-230�� 07 ZONING AR -5 BUILDING PERMIT OWNER ROBERTS DAVID & LEONA TELEPHONE 538-8305 SO. FT. OCC. BUILDING VALUATION . OWNERS MAILING ADDRESS 4085 HILLDALE AVE OROVILLE 95966 2387 .60 3 819.20 cDM� FOX COMPANY TELEPHONE 533-2730 CONTRACTORS MAILING ADDRESS 3995 OLIVE WY, OROVILLE 95966 CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 63-.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDINGADDRES CIRCLE DR OROVILLE Energy Plan Checking Fee $ $ PERMIT FEE $ LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing 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: FIRE SPRINKLERS & WATER SUPPLY Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home S I G I W @20.00 PERMIT FEE S ELECTRICAL PERMIT Filing Fee 20.00 Main Service 200A OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect.P License Class -/6 Lic. No. 2a�U&4 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. ❑ 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ I am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO 1000A 46.00 NEW CONST. DWELLING OCCUR OR ADDNS. ( & ACC. BUDS. SO 3.5¢FT, UM 1. MULTI -OUTLET @7.50 OWER APPARATUS 6 SINGLE OUTLET CIR. Ex. Occup. OUTLET ORFDmJRES BAS@'.s50 OR Ex. Occup. OImE�Df3 PM.) 61 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S 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. 15( 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 c3%ii7 TX-, _41A1A MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Policy Number 272 L.7oV23 (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 forthwi comply with thos rovisions. X Date /O Signature of ApplicanT rContractor ❑ Agent An OSHA permit is required fore cavations over 5'0" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ occ CONST. TYPE TOTAL FEE $ 123.95 HAZ. D. FEES IMP FLOOD f4PARCEL --� p0 HD IS This permit is hereby issued under the applicable of the Butte County Code and/or Resolutions indicated above for which fees have been y&,W�JDate PERMIT EXPIRES ON 0 provisions to do work paid. Q Receipt No. WHITE-D.D.S.-B.D. CAN R -A SESSO PINK -INSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION �► 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 6j O. (Rev. 12/96) APPLICATION AND PERMIT �JJ ASSESSOR PARCEL NUMBER 036-230-074 ZONING -5 BUILDING PERMIT OWNER TELEPHONE SO, FT, OCC. BUILDING VALUATION . OWNERS MAILING ADDRESS 5 HTILDATE AVE, 0-ROVITLE 95966 -00 669 11 12,055-00 CONTRACTOR'S NAME UNKNOWN TELEPHONE 974 C 12 62.00 88 R-3 30 158.00 CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Permit Fee $ 933.50 Plan CheckingFee $ 606-78 BUILDING ADDRESS Energy Plan Checking Fee $ 2-3.00 PERMIT FEE S LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF� SPECIFY Duplex ❑ Mobilehome ❑ Other '' \\ Each Trap 7.00 84.00 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: 3 BR- WITH UNFINISHED BASEIVM Gas piping system t - 5 outlets 15.00 Building sewer 15.00 15.00 Mobile Home S G W 1 1@20.00 PERMIT FEE $ 164.00 ELECTRICAL PERMIT Fling Fee 20.00 Main Serviceeo.A OR LESS 2o0OR 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, 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: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 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.) ' 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 4 1 should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith ye q with those provisiopl. 7� 1IgIL,4Date /49 ,9 z _ Sid -nature of Applicant - Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 5' eep and demolitio constru 'o of structures over 3 stories in eight. /jnBy Jl Receipt No. Main Service 200A TO /OOOA 46.00 NEW CONST. DWELLING OCCUP. SO OR ADDNS. ( & ACC. BUDS. 3•50FT. 106.96 = q.IpT. MULTI.OUTL. -BRANCH -CTCET 1@7,50 OWER APPARATUS 6 SINGLE OUTLET CIR. 20 @ I000 Ex. Occup. OUTLET OR FDRURES B . Ex. Occup. OFlx RESI6.OEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 149.9 MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling 25. QO Hood 6.50 6.50 Ventilation 3 4.50 13.00 PERMIT FEE $ 95.00 Mobile Home Installation Fee $ Energy Inspection Fee $ 46.00 OCC CONST. TYPE TOTAL fEE $ 2038.24 HAZ. D. FE IMP D CDF PARCEy i/ pp H ISsu This p mit is hereby issued u der the applicable provisions of the Butte County Code and/or Resolutions to do work indic ed above for which fees have been paid. D 2te lo i0s ERMIT EXPIRES ON / t/ �z/ o Def. WHITE-D.D.S.-B.D. CAN RY-ASSESSOR PI NSPEC OR GOLDENROD -APPLICANT iy COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: LJ u t f,-Z)N4 k4 eA rs ASSESSOR PARCEL NUMBER 3� 7 Proposed Building Use: 42 346- V ,4 GJ4'Cd 4401y--,,, S�.�Counter Technician: Date: C 03 Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply.. 1.. Plot plans, 3 or 4 sets, signedty the preparer of the plans. 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. l 4. Engineered truss details and layouts in duplicate. No faxes! 5. Energy compliance design and supporting documentation in duplicate. ❑ 6. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or foundation plans, all in duplicate. ❑ 7. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The.permit will be indexed and returned to the plan review line-up when required items are received. Date Received By ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................ ❑ 9. Plot plan and business license approval from the City of Biggs .................................... 7 ❑ 10. Letter of intent for non-residential buildings......................................................:.. ❑ 11. Detached Accessory Building Focht filled out by the owner ..................................... 12. Hazardous Material Form .................. ................... 13. Other e�c Q.� Waining items needed to issue the permit. (May require additional plan review upon receipt o the following items.) ees as shown on the attached Schedule of Fees Due Sheet ...................................... I -r- Statement of Intent for Non -heated and A/C Buildings ............................................. Sanitation and plot plan approval from the Environmental Health Department in O k o'U l( ,7. City of Chico Plumbing permit ........................................... *Pacel 1 California Department of Forestry plan approval lid. Sent by: 19. Planning approval for (A) Use: 0�(B)Parking: (Check: V220. ontact Land Development about ❑ Improvements, ❑ Drainage ............................... Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). . Pre -Inspection for required ................ ❑ 23. Contractor's license information. (Number, Name Style, Classification) ...................... ❑ 24. Worker's Compensation Carrier and Policy Number ..............:.............................. ❑ 25. Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... ,6 Letter of Signature authorization.................................................................... 7. Recorded copy of Agricultural Acknowledgment Statement .................................... 42-19% Q� 28. Manufactured home utility clearance............................................................... ❑ 29. Existing violations and/or expired permits......................................................... ❑ 30. ❑ Grant Deed. ❑ M.H. Tile/Statement of Facts, ❑ Letter from Leal Owner, ❑Check to H.C.D. $ 19'31. Other:r When issued Telephone and hold for pickup. I have been informedAthe above items and requirements for obtaining a building permit. 1. Index permit application for the above items numbered: 1 2. Additional items reqjii Contractor, designcaner as advised cf the above data by hone, 01 mail, EO counter, by Contractor, design 77 ger was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Plans reviewed by: L �� /�% Date: Plans approved by: Structural reviewed by: Date: Structural approved by: Note transfer by: L? Date: Yellnw' Rnildino Nl i6 ­ Plan Check Letter > Date: It � D _Date: Date: Date: 01._� - :1 i , 0-11 =A. � •�5o TO: Building Department 1� FROM: Environmental Health SUBJECT: Sanitation Clearance E.M. USE ONLY Am Plan Anachad e/ Plaaa Plmn Aessslead— Seal to S.D. "o - a , 1,41/1-46 CA Z-IC-0A>A AS &. 03G -gsD Owner Location AP# Plan Approved for: Sewage Disposal ✓ Water Supply: Public Private Well Clearance for -✓dwelling. Other _ �E��EOZlTY7 /✓u�:ELG/.cls Hold final for: Final clearance O.K. for: NOTE: �1 E�cJC.poAC .�� !•y o•cJ �� �A6j'. BtJF.�.�2 �A6i-By�G�,p eWI5 Environmental Health 'Vli t -OKII) [13 8/96 /O,.70d Date • AND WHEN RECORDED MAIL TO: 2003-00388'0 03:65 BUTTE COUNTY BUILDING DIVISION �+ Recorded I RFC FEE 7.00 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 Official Records I CONFORM 1.00 Countyy Of I BUTfc I CANDACE J. GRUBBS 1 Recorder I ROSEMARY DICKSON 1 Assistant I Karen 03:54011 16 -Jun -P003 I Page i of 1 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: Okla form a. J 0" API -1," / l (O.J ZOD 2 fi®A) = D.; t, --z30 -0.7-y Date/a�PROPERTY OWNERS: .e ima Po%er State of California ) County of 'Su_TTe ) On-(lne-_ (n t A00-3 before me --US ITfi ►-� 01 lr<<,9-rns , N"rrq Pwb lce, personally appeared LIAVID K. Aobe&T5 E LEOAA Kobel personally Iftewn-W-me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) if/are subscribed to the within instrument and acknowledged to me that hefslw/they executed the same in hisfher/their authorized capacityi S , and that by hig+eerftheir signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s)-acted, executed the instrument. WrrNLN my I a fticial s JUDITH M. WILLIAMS� U COMM. # 1344684 Signature ;Seal:' NOTARY PUBLIC -CALIFORNIA BUTTE COUNTY A COMM. EXP. MARCH 23, 2006 A.P. # - I BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One [/- �- / 1 ` form per Building) !/[ School DistrictA (( &, -� Building Department No. A.P. Number D,%i 13v -v7-/ Jurisdiction: City ®County Property Owner Property Location/Address Subdivision Lot No. - Residential Development Addition/ 'Supplemental to Conversion Permit # '(No foundation inspection): hoi I M loxk 03-/l05 9 Sq. Footage 31? 14 -/ �4 (Group R) Sq. Footage (Including Exterior Roofed Areas) / 4,3 Date Irioor runs reviewea oy bcnooi uisinct rersonneu District identification No. 040069 _ (,Q U V" School District certifies that t-✓!� V �.�, ����� ,s J (Applicant) (Street dress) (Phone Number) Dmv,j Imo, q'sgq b� (City) (State)) (Zip Code) has complied with the requirements of Resolution No. 'Dg - IV by payment of $ �p , (P representing representing square feet. AB 2926 f FULL MITIGATION Paid by Check # �9 Remarks: S 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 660201a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.xls (10/98)dmm D No of Living Mobile Home Units Installation Addition/ 'Supplemental to Conversion Permit # '(No foundation inspection): hoi I M loxk 03-/l05 9 Sq. Footage 31? 14 -/ �4 (Group R) Sq. Footage (Including Exterior Roofed Areas) / 4,3 Date Irioor runs reviewea oy bcnooi uisinct rersonneu District identification No. 040069 _ (,Q U V" School District certifies that t-✓!� V �.�, ����� ,s J (Applicant) (Street dress) (Phone Number) Dmv,j Imo, q'sgq b� (City) (State)) (Zip Code) has complied with the requirements of Resolution No. 'Dg - IV by payment of $ �p , (P representing representing square feet. AB 2926 f FULL MITIGATION Paid by Check # �9 Remarks: S 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 660201a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.xls (10/98)dmm � C1 National Pollutant Discharge Elimination System (NPDES) Phase II Construction Stormwater Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement . Project Title: By signing below, I, the project owner/owner's agent, certify that I am aware that a construction project that disturbs more than 1 acre of land requires a Construction Storm Water Permit from the State Water Resources Control Board and that it is my responsibility to submit a Notice of Intent (N.O.I.), a Storm Water Pollution Prevention Plan (SWPPP) and a check for $700.00 made payable to the State Water Resources Control Board to obtain such a permit if my project disturbs more than 1 acre of land. I, further, certify that this project will not disturb more than 1 acre of land. I am aware that submitting false and/or inaccurate information may result in revocation of grading and/or other permits or other sanctions provides by law. Signed: Title: Date: National Pollutant Discharge Elimination System (NPDES) Phase II Construction Stormwater Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement Project Title: By signing below, I, the project owner/owner's agent, certify that I am aware that a construction project that disturbs more than l- acre of land requires a Construction Storm Water Permit from the State Water Resources Control Board and that it is my responsibility to submit a Notice of Intent (N.O.I.), a Storm Water Pollution Prevention Plan (SWPPP) and a check for $700.00 made payable to the State Water Resources Control Board to obtain such a permit if my project disturbs more than 1 acre of land. I, further, certify that this project will not disturb more than 1 acre of land. I am aware that submitting false and/or inaccurate information may result in revocation of grading and/or other permits or other sanctions provides by law. Signed: Title: Date: NPDES & SWPPP Non -Compliance Certification Butte County Stonn Water Management Plan Revised 5/22/03 • • SITE PLAN REVIEW APPLICATION n 0r7 Date: 6—) Z AP# Permit Number (if applicable) C 1% APPLICANT INFORMATION Parcel Size: Owners Name: D1�-�/� bA V I Owners Address: Telephone No.: Situs Address: Proposed Use: Residential New Single Family Residential ❑ Single Family Addition ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential . ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition ❑ Single Family Remodel ❑ Commercial Remodel ❑ Industrial Remodel Other 11 Septic ❑ Well ❑ Agricultural Exempt Building ❑ Other: +�-e� rt , e Liu 5 Brief Explanation (if necessary): _rD DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) ❑ Approved a Conditionally Approved El Resolve Problems Prior to Approval 40. Site Plan Stamped Approved By Date i ✓1 Page 1 of 5 ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: • ❑ Snow Load Area: ❑ Land Conservation Act Minimum Acreage: ❑ Verify residence can be built per contract ❑ Nitrate Action Plan (See Environmental Health for standards) ❑ Watershed Protection Overlay Zone (See attached standards and requirements) ❑ Expansive Soils (Test for expansive soils and if verified proper foundation design required) SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (See attac ed) • Flood Zone: • Flood Panel No.: j cG Z Index Date: '2©– 0-�o ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Minor Variance ❑ Variance ---------------------------------- —----- ---------------- --------- ----------------------------- -- -- ❑ Detached Building Use Form ❑ Encroachment Permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement Zoning: / o R —� Applicable Building Setbacks: ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. • Pane _ of 5 Zoning Code Streets & Highwa ' Fire Prevention Suh ' p ,s Front f J Side Side Street Rear Height Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. • Pane _ of 5 Applicable Development Fees: Standard Fees Amount Formula • . ❑ Fire School* ❑ Parks/Recreation ❑ Roads Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area — Road ❑ Thermalito Drainage Area ❑ Thermalito Urban Area ❑ Other Subdivision Map Special Fees . Water Tender ❑ Road Improvement ❑ North Oroville Area ❑ Other (per map) * Check with school district to verify actual fee if pre -application review. A final determination will be made at the time of the building permit. • Parcel Created By L1 Deeds: Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Decd Creation:❑ No ❑ Yes Comments: ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ' ❑ Verify Legal Access ❑Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements • ----------- Page 3 of 5 Subdivision Map/Parcel Map: Map Date of Recording: -4 t_ _ ®'L Lot: (2- Book: S 3 Page:— % "� %�j • ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: Parcel Map/Subdivision Map/Use Permit Conditions 91 Comply with the following Conditions of Approval - AM Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 Automatic fire suppression sprinkler systems shall be installed in accordance with the National Fire Protection Association Standard for installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet the Fire Department specifications, serves the parcel ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988, as amended. Provide an erosion control plan for building and land disturbance. The Erosion Control P• ❑ p g must be prepared by a registered civil engineer or other qualified professional and be submitted to and approved by the Department of Public Works. ❑ In lieu of a pressurized water system or water storage tank, payment into the appropriate Battalion Water Tender Fund may be required. ❑ Measures shall be taken to control fugitive dust emissions from all driveway and other civil construction associated with residential development. Approved dust control measures are found in the fugitive dust control plan for the site approved by the Butte County Air Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. ❑ Property owners responsible for road maintenance, and stop sign maintenance. I Page 4 of 5 0 • ❑ 0 W L- Summary of Specific Requirements: • This information provided in this summary is based on the application information and on the best available data at the time • of review. CAMy Documents\Building Permit Site Plan Reviewl.doc Page 5 of 5 r �p . \BUTTE COUNTY AGRICULTURAL BUFFER UNUSUAL CIRCUMSTANCES REQUEST Butte County requires a 300 foot buffer between neighboring agricultural operations and a residence. This dimension is based on environmental assessments and studies. The Agricultural Commissioner may identify unusual circumstances where the 300 foot buffer cannot be met on existing parcels. This exception is not available for lots being divided or subdivided. Applicant must complete the following and return with the required site plan to: Development Services Department, 7 County Center Drive, Oroville, CA (530) 538-7601 Name: Du: rl 't` 'e -n or; Phone: L ).az, 2r - Assessor's Parcel Number. Reason you believe you qualify for the unusual circumstances exception: T 4e l bit' ignature -lc L) 10? Date' UNUSUAL CIRCUMSTANCES DEFINITION: An exceptional or extraordinary condition where the existing lot size or shape or an existing improvement (well, septic systems, structures etc.) does not allow for the standard condition of a 300 -foot buffer zone. SITE PLAN REQUIREMENT: submit 4 copies with this form Refer to the Site Plan Submittal handout for specific requirements " For Agricultural commissioner office use only: (to be completed after submittal) DISCRETIONARY PERMITS (Planning) MINISTERIAL PERMITS(Building) ❑ Exception Recommended Exception Granted with the ❑ Exception NOT Recommended following conditions: Reason/Conditions/Specific setbacks from adjacent agricultural operations:�}ta,, e�rut cgr�ln.r..r-a �cseyso �� �, .-� -(-I�e �aa� �ro�.�B��t �(z�c��� orvU►�.c' UL Agricultural Department Signature. Date: YMC 4/20/03 9028 BEG OEQ I T6 -j-- Tr, Tr, to 4Cr �� ��-. 4�5 t:INSI.qN wol WH Ttp!TT 4aCk7-C7-"nr Butte County Department ofDevelopment Services �Q YVONNE CHRISTOPHER, DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-7785 Facsimile TO: LP2A FROM: Michael Vieira (530) 538-7159 mvieiraCcD-buttecounty.net SUBJECT: Plans Transmittal For Review Per Contract DATE: 8/6/2003 Applicant: Roberts, David Project Type: NSF 100% Plan Check Fees $ 606.78 Energy Calc Fees $ 23.00 Copies Attached: Qty $ 629.78 Permit No: 03-1658 APN: 036-230-074 70% $ 424.75 $ 16.10 $ 440.85 LP2A Fee $ 440.85 Chk Application 1 Site Plan Review FEMA Elevation Certificate V Building Plans Truss Calculations Energy Calculations V Structural Calculations l Residential Plan Review Guide I Residential Construction Requirements Other SAS (/ o Other �5 6 u 00 AP NO.: 036-230-074 DATES: 06/06/03 1 OUTTE y ofButCountte�4;�0 Department of Development Services OWNER: David Roberts Phone: 530 538-8305 Leona Roberts Phone: 4085 Hilldale Avenue Phone: i MAIL Building Division ouNt I M O ADDRESS: Oroville CA ` i 95966- Email: 7 County Center Drive Oroville, CA 96965 (530)538-7541 CONTRACTOR Unknown Phone: Phone: Email. Phone: ARCHITECT OR 1LIc ENGINEER No.:t PERMIT NUMBER: 03-1658 Email:! SITE ADDRESS: Circle Drive I Phone: IAPPLICATION AND PERMIT Oroville CA Email: ZONING AR -5, LOT 2 BLK I I MAP 153 BKPG 75/76 SRA ACRES 5.01 SNOW LOAD _ OTHER:: USE SF .0 Dplx 0 MH ,: O Other: -. TYPE OF WORK New m Addn o Rmdl 0 Utlts o �lnstin� a Other DESCRIPTION 3 bedroom, with unfinished basement LICENSED CONTRACTOR'S DECLARATION - I hereby affirm under penality of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class) License No. ; OWNER -BUILDER DECLARATION I hereby affirm under penality of perjury that I am exempt from the Contractors State License Law for the following reason: O 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. o I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. o I am exempt under Sec. } Business and Professions Code for this reason: Reason: " WORKERS' COMPENSATION°DECLARATION I hereby affirm under penaty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: 0 Carrier:' Policy Number., This section need not be completed if the permit is for one hundred dollars $100 or less). 0 1 certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the worker's compensation provisions of Section 3700 of the Labor Code I shall forthwith comply with those provisions. WARNING: FAILURE TO SECURE WORKER'S COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued. - -- _ _— _ _-.... - - —_ . Lender's Name: , Lender's Address: I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this county to enter upon the above-mentioned property for inspection purposes. Signature of Applicant _ _ Date Owner }, �_„Contractor S O _Agent An OSHA permit is required for excavations over 5'0” deep and demolition or construction of structures over 3 stories in height. 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. PERMIT EXPIRES ON: Date Date Page 1 of 2 00 to CO r r M O' AP NO.: 036.230-074 1 DATES: 06/06103 OWNER: Roberts - Phone: (530) 538-8305 ADDRESS:SITE Circle Drive Oroville CA VALUATION CODE SOFT $ISO FT VALUATION ELECTRICAL PERMIT R 2387 $54.00 $ 128 898.00 Filing 1 $ 20.00 1 $ 20.00 U 669 $18.00 $ 12 042.00 Main Service COV 974 $13.00 $ 12 662.00 600V or less/200A or less i $ 23.00 1 $ 23.00 R•3 - R 887 $34.00 $ 30 158.00 200+A to 1000A $ 46.00 1 f - $ New Construction or Additions Roofing x = 0 s .R 0 $ 60.00 $ Dwelling Occupied & Accessory Bldgs 1 3056 $ 0.035 1 $ 106.96 Fireplace A/0 M 0 $ New Construction Non -Residential TOTAL VALUATION $ 183,760.00 Mu10.Outlet Branch Circuits $ 7.50 $ PERMIT FEES CITY FEES Power Apparatus & Single Outlet Circuits $ Filing 1 $ 20.00 $ 20.00 Existing Occupied Permit Fee 1 $ 933.50 Outlet or Fixtures 1-20 $ 1.00 $ Permit Fees Mobile Homes @ 112 Fee I $ Outlet or Fixtures 20+ $ 0.50 $ Plan Check @ 65% Permit Fee $ 606.78 Fixed Appliances or Outlets (Res) ea. $ 5.00 $ Plan Check Minimum/Mobile Home State Approved Plan $ 23.00 S Temporary Service $ 23.00 $ Revised Plan Check $ 46.00 $ Moble Home Facilities $ 20.00 $ Energy Plan CheekCommercial: 4000+: 0 $ - Miscellaneous Wiring$ 23.00 $ Residential: 1 1 To Master. 1' S 23.00 Pre -Inspection $ 23.00 $ Energy Inspection Fee 1 $ 46.00 $ 46.00 Pool Electric $ 30.00 $ Mobile Home Installation Inspection $ 100.00 $ $ $ $ S S TOTAL PERMIT FEES $ 1,629.28 TOTAL ELECTRICAL PERMIT FEES $ 149.96 PLUMBING PERMIT MECHANICAL PERMIT Filing 1 $ 20.00 $ 20.00 Filing 1 $ 20.00 $ 20.00 Each Trap 12 $ 7.00 $ 84.00 Heating Up to and ncluding 100,000 BTU $ 15.00 $ Solar or heat pump water heater $ 23.00 $ Greater than 100,000 BTU $ 20.00 $ Water piping 1 $ 15.00 $ 15.00 Cooling Up to 3 HP and 100,000 BTU $ 15.00 $ Each gas water heater or vent 1 $ 15.00 $ 15.00 3+ to 15 HP and Over 100,000 BTU 1 $ 25.00 $ 25.00 Gas piping system 1-5 Outlets 1 5+ Outlets 1 1 $15/$3 S 15.00 Evaporative Cooler $ 15.00 $ Building Sewer 1 $ 15.00 $ 15.00 Extend Ducts in Additions $ 15.00 $ Mobile Home Utilities Sewer. I Water. .. Gas: 0 $ 20.00 $ Hoods 1 S 8.50 $ 6.50 - $ Ventilation 3 $ 4.50 $ 13.50 $ Gas Fireplace $ 15.00 $ TOTAL PLUMBING PERMIT FEES $ 164.00 Fumance/Stove 2 $ 15.00 $ 30.00 IMPACT FEES SHERIFF MECHANICAL PERMIT FEES $ - TOTAL BUILDING PERMIT FEES $ 95.00 2,038.24 Residential Per SF Living Unit $ 360.00 $ TOTAL OF ALL FEES $ 2,127.24 Multiple Per Living Unit $ 252.00 $ MINIMUM PAYMENT OF FEES Commercial Per Sq. Ft. $ 0.03 $ Filing Fees $ 80.00 STATE RESPONSIBILITY AREA (SRA) Per Structure 1 $ 89.00 $ 89.00 Plan Check Fees $ 629.78 DRAINAGE SRA FEES $ 89.00 Thermalito lResidential Per Living Unit $ 510.00 S Other Fees: Commercial Per Ordinance 33041 1 1 $ - MINIMUM PAYMENT OF FEES $ 798.78 STREET IMPROVEMENTS Chico Urban Area Residential Per Each Single Living Unit Per Each Mlt le LivingUnit Service Structures Per Sq. Ft. Commercial Medical Structures Per Sq. Ft. Industrial Structures Per Sq. Ft. $ $ $ $ $ 1,982.00 11,37b.00 10.19 2.22 1.02 S $ $ S $ PAYMENT INFORMATION Date: Stall: Receipt # 381938 Cash Check#1 Check V .798.78 FEES PAIDI 798.78 BALANCE OWEDI $ 1,328.46 Residential Per Each Single Living Unit $ 595.00 f Date:Receipt 70, # Cash Per Each Mltple Living Unit $ 355.00 $ Check #I Check $: Thermalito Urban Area Commercial Per Acre Developed $ 23,849.59 $ FEES PAID 0.00 Office Per Acre $ 11,924.80 $ BALANCE OWED $ " Industrial Light Per Acre S 5,962.40 $ Date: Staff: Recei t # I I Cash Heavy Per Acre $ 1,192.48 $ I Ch.ck#1 I Check $: WATER TENDER Per Parcel $ 200.00 1 $ FEES PAID 0.00 RECREATION DISTRICTS - Proof of Payment Only BALANCE OWED $ Chico Area Residential Per Livin Unit I $ 1,189.00 Date: Stall: [Receipt # I Cash Durham Residential Per Sq. Ft. $ 1.04 ❑ Check # I Check $: ❑ FEES PAIDI 0.00 NORTH CHICO SPECIFIC PLAN BALANCE OWEDI $ 1,328.46 Residential SR -1: SR -3: SR-1/PD: 0 $ 3,315.00 S - Occupancy: Construction:unit ISSUED Per Dwelling R1: R2: R3: 0 $ Industrial/ Commercial Industrial SF Commerical SF Office SF School. 0 S HAZ FEES IMP FLD CDF PRC PD HD SCHOOL DISTRICTS - Proof of Payment Onl ❑ ❑ ❑ O O O ❑ ❑ Marysville Joint Unified • 064 _ 1 ❑ Note:. y - TOTAL IMPACT FEES Collected by Development Services $ 89.00 rage z or e JIM PURSECL, P.E. CALIFORNIA LIG. 60324 WA.SH.tNGTQhE LIE- 3:8.t.24 JPURSELLCDS80GLOSAL. NET November 10, 2003 Philo Hunt, P.E. Butte County Development Services Dept. Building Division 7 County Center Drive Oroville, CA 95965 5 MADRONE AVE. STE. B OROViLbt, CA 95966 PH.. (•53.G): 53.3-2 t 3 t FAX (530) 534-0902 RE: Girder Substitution, Roberts Residence; APN 036-230-074, Permit No. 03 -1658 - Dear Philo: I have reviewed the contractor's proposed substitution. of a 4x8. girder & .2- piers, for the. continuous footing and cripple wall supporting the main floor. The footing is not necessary and the girder system is of adequate strength. Please,allow the contractor to construct the girder in place of the footing and cripple wall_ Thank you for your consideration. Sincerely; Tun sell, P.E. September 25, 2003 Mr. Michael Vieira County of Butte 7 County Center Drive Oroville, CA 95965-3397 Re: Plan Review: Roberts SFD Address: Not Provided Dear Mr. Vieira: County of Butte- Final CHECK Jurisdiction Appl. No.: 03-1658 LP2A Job No. 203015-050 Linhart Petersen Powers Associates (LP2A) has completed an Final review of the following documents: 1. Plans: Two (2) copies plan sheets 1 through 8, title sheet dated March 18, 2003 by Frank James Pursell, P.E. 2. Structural Calculations: Two (2) copies dated May 06, 2003 by Frank James Pursell, P.E. Two (2) copies Cantilevered retaining Wall Design dated April 24, 2003 by Michael Mooney Civil Engineer. 3. Title 24 Energy Compliance Documentation: Two (2) copies dated May 14, 2003 by Barry Rubanoff. 4. Truss Calculations: Two (2) copies dated April 29, 2003 by Truswal Systems. Two (2) copies of truss approval letter dated May 6, 2003 by Jim Pursell, P.E. Note: Floodplain Mitigation Measures and/or comments will be reviewed by Butte County. These documents were reviewed only for their conformance to the 2001 California Building, Plumbing, Mechanical, and Electrical Codes. We do not have any comments regarding this submittal package. We are recommending approval of the noted items above as submitted. Enclosed are the above documents bearing th4e LP2A approval stamps on appropriate sheets. Let us know if you have any questions. Thank you, Sincerely, LINHART PETERSEN POWERS ASSOCIATES 709 _- 17 -- Robert T. Berna I.C.B.O. Plans Examiner RTB: rs enclosures isLINHART PETERSEN POWERS ASSOCIATES 7610 Auburn Boulevard • Citrus Heights, CA 95610 (916) 725-4200 • FAX (916) 725-8242 • Toll Free (877) 235-0653 MICHAEL MOO.NEY CIVIL ENGINEER G RCE 20647 EXPIRES 9-30-05 5A MADRONE AVE S OROVILLE, CA. 95966 - 530-533-2131 Date: 04/24/03 Page: � CANTILEVERED RETAINING WALL DESIGN WALL & FOOTING DATA VERTICAL LOADS LATERAL LOADS Retained Height = 5.00 ft Axial DL on Stem = 140 plf Lateral Load Acting on Wall Ht. above Soil = 0.50 ft Axial DL on Stem. _ -560 plf Stem Above Soil = 0.00 psf Toe Width = 1.00 ft .....Eccentricity = 0.00 in Add'1 Lateral Load = 0.00 pplf Heel Width = 2.00 ft Surcharge over Toe = 50.0 psf Dist to Load Start = 0.00 ft Total Footing Width = 3.00 ft Surcharge over Heel = 0.0 psf Dist to Load End = 0.00 ft Footing Thickness = 12.00 in Note: Toe Surcharge Resists Overturning Key Depth = 0.00 in Key Width = 0.00 in SOIL DATA ADJACENT FOOTING Toe to Key Dist. = 0.00 ft Allowable Bearing = 1500 psf Vertical Load = 0.0 # SLIDING CHECK Active Lateral = 30.0 pcf Load Eccentricity = 0.00 in Ftg/Soil Friction = 0.35 .....Max Press. _ 0.0 pcf Footing Width = 0.00 ft Soil to Neglect = 0.00 in .....Slope Press. = 0.0 pcf Ftg. CL to Wall = 0.00 ft Lateral Pressure = 526 # Backfill Slope = 0.0 :1 Vert. Position of Ftg. Passive Pressure = 239 # Passive Press. = 250.0 pcf ...Above/Below: I+/ -j = 0:0 ft Friction 625 # Soil Density = 110.0 pcf Spread Footing ? No Add'1 Force Required = 0.0 # Soil Ht over Toe = 0.00 in SUMMARY FOOTING DESIGN Pressure @ Toe = 1243.6 psf Soil Press. Mult. Toe Heel f'c, = 2500 psi Pressure @ Heel 320.3 psf By ACI Bq 9-1 1830 471 sf Fy . = 40000 psi Allowable Press. 1500 psf Mu -Upward = 840 598 t-# Min. As Percent 0.0014 Ecc. of resultant = 3.54 in Mu -Downward = 140 871 ft-# Omit SP Under Heel ? No Max. Shear @ Toe = 4.24 psi Mu -Design = 700 -273 ft-# Toe Heel Max. Shear @ Heel = -1.83 psi One -Way Shear: # 4 @ 16.81 15.04 in o/c Allow. Fty Shear = 85.00 psi Actual 4.2 1.8 psi # 5 @. 26.05 23.31 in o/c Factors of Safety: Allowable = 85.0 85.0 psi # 6 @ 36.97 33.08 in o/c Overturning = 2.95 :1 Cover over Rebar = 3.50 2.50 in # 7 @ 48.00 45.11 in o/c Sliding 1.64 :1 'd' = 8.50 9.50 in. # 8 @ 48.00 48.00 in o/c Ru = Mu/bd"2 = 10.8 3.4 psi # 9 @ 48.00 48.00 in o/c SUMMARY OF FORCES & MOMENTS Overturning Moments Resisting Moments Origin of Force... # ft ft-# # ft ft-# Active Soil Press. = 540.0 2.00 1080.0 0 0 0 Soil over Heel = ' 0 0 0 733.3 2.33 1711.1 Soil over Toe = -15.0. 0.33 -5.0 0.0 0.00 0.0 Sloped AdjacentoFtg@ Load = 0.0 0.00 0.il Heel .0 0 0 0.0 PL49 REVIEW Ab PROVAL Surcharge Over Heel = 0 0 0 0.0 0.00 Surcharge over Toe = -13.6 0.50 -6.8 50.0 0.5o SEP 2 5 ?PSP Axial Load on Wall = 0 0 0 140.0 1.33 186.7 Load @ Proj . Wali = 0.0 0.00 0.0 o UNup� PETERSEN PO FFRA ASSOCIATES Averaged Stem Wts. = 0 0 0 412.5 'i`3' 50.0 Added Lateral Load = 0.0 0.00 0.0 0 0 0 Footing Weight = 0 0 0 450.0 1.50 675.0 Key Weight = 0 0 0 0.0 0.00 0.0 Vertical Component of Active Pressure = 0 0 0 0.0 0.00 0.0 Totals 511.4 # 1068.2 ft-# 1785.8 # ROF s�3147.8 ft-# Resisting Totals Used For Soil Pressure 1785.8 # L �Op21�3147.8 ft-# (Vert. Component of Active Pressure Removed) ntinued on next page.:.. ) V4.4C1 (c) 1983-96 ENERCALC MICHAEL MOONEY, KW -0601576 rO MICHAEL MOONEY CIVIL ENGINEER RCE 20647 EXPIRES 9-30-05 5A MADRONE AVE. OROVILLE, CA. 95966 530-533-2131 Date: 04/24/03 CANTILEVERED RETAINING WALL DESIGN (.....continued) STEM SUMMARY Top Stem: From 4.00 ft to Top of Wall 8.00in Masonry w/ # 4 @ 16.00in,. d= 3.75in f'm= 1500.Opsi, Fs= 22000.Opsi LDF= 1.00, n= 25.78 Solid Grouted, No Spec. Insp. Wall Wt.= 75.00psf, Bar Embed= 12.Oin Mactual z 5.0 <= 521.2ft-# Vactual = 0.16 <= 19.36psi Interaction Value = 0.069 Second Stem From 3.00ft to 4.00ft B.00in Masonry w/ # 4 @ 16.00in, dz 3.75in f, m= 1500.Opsi, Fs= 22000.Opsi LDF= 1.00, n= 25.78 Solid Grouted„No Spec. Insp. Wall Wt.= 75.00psf, Bar Embed= 12.Oin Mactual = 40.0 <= 521.2ft-# Vactual = 0.66 <= 19.36psi Interaction Value = 0.142 Third Stem From 2.00ft to 3.00ft B.00in Masonry w/ # 4 @ 16.00in, d= 3.75in f' m= 1500.Opsi, Fs= 22000.Opsi LDF= 1.00, n= 25.78 Solid Grouted„No Spec. Insp. Wall Wt.= 75.00psf, Bar Embed= 12.0in Mactual = 135.0 <= 521.2ft-# Vactual = 1.48 <= 19.36psi Interaction Value = 0.331 Fourth Stem From 1.00ft to 2.00ft 8.00in Masonry w/ # 4 @ 16.00in, d= 5.25in f'm= 1500.Opsi, Fs= 22000.Opsi LDF= 1.00, n= 25.78 Solid Grouted„No Spec. Insp. Wall Wt.= 75.00psf, Bar Embed= 12.Oin Mactual = 320.0 <= 905.4ft-# Vactual = 2.63 <= 19.36psi Interaction Value = 0.432 Bottom Stem From O.00ft to 1.00ft. 8.00in Masonry w/ # 4 @ 16.00in, d= 5.25in f'm= 1500.Opsi, Fs= ,22000.Opsi LDF= 1.00, n= 25.78 Solid Grouted„No Spec. Insp. Wall Wt.= 75.00psf, Bar Embed= 6.Oin Mactual = 625.0 <= 905.4ft-# Vactual = 4.11 <= 19.36psi Interaction Value = 0.777 V4.4C1 (c) 1983-96 ENERCALC S" C.M.U., Solid Grout a @1 16" Vert 0 CL a4 ca 24" Horiz S" C.M.U., Solid Grout 416" Vert 1SL *4 ca 34" Hori_ HEEL (toG) : S ( " o.c. TOE (bot) : So o.c. S 4 H0RI7. AS SH041Rd Page: ? MICHAEL MOONEY, KW- HORIZONTAL STEEL NO. 4.s AT 24 "cc VERTICAL STEEL NO. 4'S A T 16 "cc. CENTERED NO. 4 DOWELS 121" AT 16"cc. „ SET AT EDGE 14 " CLR. COMPACT BACKFILL 112" SLAB UNDI S TUF5E0 GROUND NO. 4's AT 15" cc. (4) NO. 4's CON TIN. — 3" CLR. 36- 5 FOOT MASONRY RETAINING WALL PROVIDE DRAINAGE TO DAYLIGHT May 6, 2003 Butte County Development Services Dept. Building Division 7 County Center Dr. Oroville, CA 95965 PLAIV P,'i/IrIA, APPROVAL, SEP 2 51003 �INHART Pk"RS9N POWS ASSOCIATES RE: Truss Design, Roberts' Residence, APN 036-230-024 I have reviewed the truss designs for this project. My review includes identifying and locating loads in excess of 3000 pounds. Where inadequate, foundation elements have been revised to reflect a maximum design bearing load of 1500 pounds per square foot. Thank you for your consideration. -'n Sincerely, i im P ell, P.E. 0c.,v IN PSG 1 �"H�PSEN P�WEµS May 6,. 21003 RF CEIVE+ D AUG 12 2003 PLAN Butte County �,g,wc Development Services Dept.. SEP 2 5 2003 Building Division 7 County Center Dr. UNN�1 PEIERSEN POWERS ASSOCIATES Oroville, CA 95965 RE: Truss Design, Roberts' Residence, APN 036-230-024 I have reviewed the truss designs for this project. My review includes identifying and locating loads in excess of 3000 pounds. Where inadequate, foundation elements have been revised to. reflect a maximum design bearing load of 1500 pounds per square foot. Thank you for your consideration Sincerel Jim ursell, P.E. EIS NO t 60924. 6Cp q�ciw_ n I NOTES RESIDENTIAL 036-230-4403-3142 PERMIT NO. ROBERTS, DAVID & LEONA �Q 11 CIRCLE DRIVE, OROVILLE I CONT DFOX COMPANY FIRE SPRINKLERS/SF i SPECIAL CONDITIONS CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER JOB FINALED (Da ` `v Signature J=OK O = Not OK NotNo Applic Readyable DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 5. 1. Zoning Requirements -Setbacks -Easements Elec.; Enclosures; Conduit Entries -Terminals -Listed 2. Soils; Special MH Support Sketch 8. . 3. Sewer; Location -Test -Fall -C/O -Concrete Health Department Approval 4. Water; Location -Test -Easement Needed (Sketch) 11. 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete Enclosure; Fencing -Alarms 6. Gas; Location -Test -Wrap;-/ /" L 'ft. / P Nat. or/ /" L "ft./ P LPG 8. 7. Well Clearance & Disconnect 9. 8. Utility Clearance 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings Date Braced Wall Panels Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s Date 1. Zoning Requirements -Setbacks -Easements Date 2. Footings; Size -Spacing -Marriage Line 1. 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verify #'s with Office Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s Pool Structure; Steel -Connections -Thickness Dead Men -Lining 1. Zoning Requirements -Setbacks -Easements 5. 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel Elec.; Enclosures; Conduit Entries -Terminals -Listed 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 8. . 4. Wood Awn.; Posts-Beams-Rftrs-Connectors Shthg-Frg-Bracing Health Department Approval 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 11. 6. Carports; Windows -Doors Enclosure; Fencing -Alarms 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 6-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 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 Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 J=OK 0 = Not OK = Not Applicable =Not Ready RESIDENTIAL (Single & Duplex) . Date UNDERFLOOR (Plans) OK except #'s 1. Zoning -Setbacks -Easements -Flood -Slope 2. Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth 4. Ftg., Porches & Decks; Soils -Steel-/ P' Ftg. Depth 5. Stemwalls, Main; Steel-Blockouts-Wrapped 6. Stemwalls, Garage; Steel-Blockouts-Wrapped 6a. Hold Downs and Special Anchors 7. Slab, Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF, Gas Pipe; Size Anchors -Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 15. Access & Ventilation 16. Insulation Date 47. Card B-1 Date Card B-1 Date Cling. Joist-Rftr. Ties- Purlin-Roll Brac.-Truss-Shting.-Rtng. Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 17. Water Htr.; Vent -Access -Combustion Air Baffle 52. 18. Water Pipe; Test & Anchor -Nail Protection Property Line Firewall & Openings 19. D.W.V.; Test Fittings & Anchor -Nail Protection 55. 20. Shower Pan; Test, First Floor -Tub Access Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 21. Test Tub & Shower, Second Floor -Tub Access 58. 22. Gas Pipe; Sixe & Anchors Glazing Area -Glass Protection -Skylights -Plastic 23. Fire Sprinkler; Test 61. Brace Interior/Exterior Wall Panels Date Stairs & Rails Card B-1 Date Card B-1 Date Fireplace or Stove, Clearance -Hearth Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 24. Fixture & Transformer Clearance -Ins. Protection 25. Elec. Receptacles Spacing -Lights & Switches at Doors 26. Size Boxes & No. of Conductors Stapled 27. Romex Installed Close to Edge of Studs & C.J. 28. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water 29. 2 Appliance Circuits in Kitchen & Conductor Size GFI 30. Subfeed Wire Size/ /ga. Cu or AI-A.C. Wire Size/ /ga Cu or Al 31. Range Circle/ /ga Cu or AI -Oven Circ. / /ga Cu or AI Insulated Neutral O Yes 0 No 32. Service -Riser Conductors & Ground Main Disconnect Guard Rails & Deck Construction -Post Caps 33. Equip. Clearances Panels-Motors-Mech. Equip. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth 34. Clothes Closet Light -Shower Light -Spa Light Clearance Looked under Floor 0 Yes 35. Smoke Detector Following Instld./Drive O Yes Cl No/Walks O Yes 0 No/Planters O Yes O No 84. Stucco Brown -Finish Date 85. Card B-1 Date Card B-1 Date 86. Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s Water Well, Disconnect, Electrical, Plumbing 36. A.C. Ducts Insulation & Support Exterior Elec. Trim, G.F.I. Receptacle -Underground 37. Vent Fan, Exhaust above insulation Ventilation Throughout House 38. Condensate Drain & Overflow, Size & Grade Glass Protection 39. Furnace -Vent Access -Comb. Ait-Return Air Vent 115 Outlet Corrections from Previous Inspections 40. Attic 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 95. 41. Sills Proper Materials & Anchors 96. 42. Walls Studs -Nailing Spacing & Braces -Plates -Sound 43. Bearing Walls over Girders & Floor Nailing 44. Draft Stop in Walls (rat proof) 45. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 46. Headers & Beams -Size & Bearing Date FRAMING (Continued) 47. Hangers -Post Caps -Anchors -Connectors 48. Cling. Joist-Rftr. Ties- Purlin-Roll Brac.-Truss-Shting.-Rtng. 49. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 50. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 51. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 52. Garage Fire Protection Framing -RC Channel 53. Property Line Firewall & Openings 54. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 55. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 56. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 57. Siding -Nailing Veneer 58. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 59. Glazing Area -Glass Protection -Skylights -Plastic 60. Shear Walls; Nailing -Bolts 61. Brace Interior/Exterior Wall Panels 62. Insulation -Walls -Ceilings 63. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 64. Ext. Steps -Door & Sidelight Protection -Landings 65. Smoke Detector 66. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 67. Bedroom Exiting 68. G.F.I. & Bath Fixtures & Tub Access -Spa 69. Elec. Trim & Subpanel, Breaker Sizes & Labels 70. Stairs & Rails 71. Fireplace or Stove, Clearance -Hearth 72. Elec. Outlets at Wood Panel, Int. & Ext. 73. Kit. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 74. Elec. Outlets & Receptacles at Kit. Counter 75. Garage Fire Door; Swing -Landing -Closure 76. A.C. Duct in Garage -Damper 77. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 78. Plb.; Elec. & Mech. Equip. Listed for Location 79. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 80. Insulation -Foam -Looked in Attic 81. Guard Rails & Deck Construction -Post Caps 82. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor 0 Yes 83. Following Instld./Drive O Yes Cl No/Walks O Yes 0 No/Planters O Yes O No 84. Stucco Brown -Finish 85. A.C. Unit Disconnect, Electrical -Plumbing 86. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 87. Water Well, Disconnect, Electrical, Plumbing 88. Exterior Elec. Trim, G.F.I. Receptacle -Underground 89. Ventilation Throughout House 90. Glass Protection 91. Corrections from Previous Inspections 92. Gas Test -Meters Tagged, Gas -Electric 93. Water & Sewer Connected -C/O to Grade -HD Approval 94. Energy Compliance Certificate -Other Certificates 95. Address Posted 96. Fire Sprinkler Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: . 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 JER 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. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. 1h #.Z 13 j%htxo i, Date /,�' / 0 Inspector REV 10/92 Q COUNTY OF BUTTE-D�PA�7TME�NT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Centere, OrovieCA 95965 Phone (530)538-7541 Fax (530)538-2140 PERIVIT WPPLICATION DATA SHEET OWNER: 1 ` hY,1/l it -5 C..mu(g,-Q_' ASSESSOR PARCEL NUMBER. Proposed Building Use: r 1 oY� "Y1 ke (S Counter Technician: l Date: jtes required in order to apply fora permit. All boxes MUST be checked OR marked NA in order to apply. M. Site plans, 3 or 4 sets, signed by the preparer of the plans. . Complete plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 4. Engineered truss details and layouts in duplicate. No faxes! ❑ 5. Energy compliance design and supporting documentation in duplicate. ❑ 6. Manufactured homes: (A) Data sheets and installation inst, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 7. Metal bidgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The permit will be indexed and returned to the plan review line-up when required items are received. Date Received By ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................ O 9. Site plan and business license approval from the City of Biggs .................................... ❑ 10. Letter of intent for non-residential buildings......................................................... ❑ 11. Detached Accessory Building Form filled out by the owner ...................................... ❑ 12. Hazardous Material Form..................................................................... f......... ❑ 13. Fire Sprinklers.................................................................................r.......... f ❑ 14. Agricultural Buffer clr and'site plan apr from the Ag Commissioner Sent by ❑ 15. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) ❑ 16. Fees as shown on the attached Schedule of Fees Due Sheet ....................................... _ ❑ 17. Statement of Intent for Non -heated and A/C Buildings ............................................. ❑ 18. Sanitation and site plan approval from the Environmental Health Department in _ ❑ 19. City of Chico Plumbing permit .............. :......................................................... _ ❑ 20. California Department of Forestry plan approval ❑ paid. Sent by: ...................... ❑ 21. Planning approval for (A) Use: (B)Parking: (C) Parcel Check: _ ❑ 22. Contact Land Development about ❑ Improvements, ❑ Drainage ............................... _ O23. NPDES Form............................................................................................. _ O 24. Encroachment Permit for driveway from the Public Works Dept ................................. _ O 25. Pre -Inspection for required.. .............. _ ❑ 26. Contractor's license information. (Number, Name Style, Classification) ...................... _ ❑ 27. Worker's Compensation Carrier and Policy Number ............................................. _ ❑ 28. Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) .....•r .............. _ ❑ 29. Letter of Signature authorization...................................................?................ _ ❑ 30. Recorded copy of Agricultural Acknowledgment Statement .............""................... _ ❑ 31: Manufactured home utility clearance............................................................... _ ❑ 32. Existing violations and/or expired permits......................................................... _ ❑ 33. ❑ Grant Deed, O M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ O 34. Other: 0 _ When issued Telephone ,S 3S "D, n> and hold for pickup. 1 have been informed of the above items and requirements for obtaining a building permit. Applicant: ..� Date: Ida U 1. Inde permit application for the above items numbered: Plan Check Letter 2. nal items required ontr, , designer, owner, was advised of the above data by phone, O mail, ❑ counter, by Date: D a 3 Contractor, designer, owner, was advised of the above data by O phone, ❑ mail, O counter,,by Date: Plans reviewed by: Date: Plans approved by: Date: Structural reviewed by: Date: Structural approved by: Date: Note transfer by: Date: Yellow: Building Division sA' JIM PURSELL Page 1 CIVIL ENGINEER RCE 60924 Date 4-22-03 Job Number 103-02-43 Job Name Roberts Assessor P el o. 036-230-02 `�l Analysi BC 1997 L c�G ( C' Live loads Dead Loads Roof Tile 11.0 1/2" plywood 1.5 Framing 5.0 Insulation 1.0 1/2" Gyp 2_5 21.0 psf. 16 psf. Wall Stucco 10.0 Framing 3.5 1/2 gyp 2.5 Insulation 1_0 17.0 psf. PLAN REVIEW APPRo"' SEP 2 5 2003 I IIVHARl PE(ERSEN POWERS ASSOCIAIk�. Floors=^=� Flooring 3.0 w/ tile 10.0 3/4" plywood 2.5 Framing 2_5 8.0 psf. 15.0 psf. 40 psf. Lateral loads Wind: Exposure B P = Q Cq q I where Ce = 0.62 @ 15 feet Cq =0.3 in/ 0.9 out windward roof q = 14.5 psf @ 75 mph 0.67 @ 20 feet 0.7 out leeward- roof I = 1 0.72 @ 25 feet 0.8 in windward wall 0.76 @ 30 feet 0.5 out leeward wall Seismic: V = 2.5 Ca I W / 1.4 R Ca = 0.36, I = 1, R = 5.5 / 4.5 Soil Bearing: 1500 pounds per square foot Friction = 0.35 Lateral bearing = 250 psf/ft. eyG I -Siau�- G�R.4G� �"�� gk-,R 25K(. 1 3a j /ZuS5 ��S C'q Gs J6a PaGa-- SA'wn) LvMQ F8 - � b 6 y C o� 1 a. 1 ..------------ SCIo'% ;t�3.12 X12, 6, e ZL/uJ - 3�5� . - ,��1 � � y �� psi � , DQE: � � � r�r�✓~� � �, -� Z6 Ell I loss M ���►,�G S-r�ss 1.5(roo6� . usg �. .Z J .F. D � —5 C tc I`c m� &�ZAM s �1=Nvi.l6 j3�(� 6 f7 3_ .',Z X300) 6cv ? 6 = 8'?'S T-' i v4s;7� y r (o ✓ abf� SO M' � b 1.5(roo6� . usg �. .Z J .F. D � —5 C tc I`c m� &�ZAM s �1=Nvi.l6 j3�(� 6 f7 3_ .',Z X300) 6cv ? 6 = 8'?'S T-' i v4s;7� y r (o ✓ abf� SO 3 c— I N �) t v_ LA 6N r DD z Lli � � s CA ._TJ I� Vr 11 S. 00 v N I N b �A \\ 6 rA N — 3 N (7 �) t HI� LA 6N r DD z Lli d CA b �A \\ 6 rA N — 3 N (7 �) t DD z CA p � ti c� Vr 11 v N � � W w cr u N W � 4 S / foo rY�ciG �LP� iN Y -- /� jr� co.,�rl✓,,Ve�c� rT�G o%�. � ?`.'RUs.S�s C 1 � C 2 I 75, 91 L bSS !vn /:�3f�'�rw / .-�� ? to 8► 5���1. ��112�dns Z(�iN '� cnl�lh / _`tj 1-->S7y G n.S >N -7Z�-Z W W Imo- = - CyV W »s- 1sd�-9 s = �J 55 �y-1-S .1 A 91 h6z E r' ql 'Z 18z fX 17 _ (�' � l•l.'��n�l �S �7 S•L�3�sc� P,c--a S-N7s cAA5T/� ZVER�D 1 � " ' � a -A Y I,� IoW 1-33 Beam Overhanging One Support—Uniformly Distributed load R, = V, \ L R, V, X X� 21 = w(li e)'_ %3 ((�(.;+3)2 W 1+a 21.`1.5� V, . . . . . . . . . =.wa t RjAk R 2 'V, . ... . . . w . . . — w(1' + a') = 73 (r�. 5t 3�) = 7.2-9 Ib r 20-r- S) t a2 Vx 1 between supports 12 VI, (for overhang J = w (e s v32 M. (at:—.tLl—e PSrh�ear 2 P ])=�(1+a)'(1—a)'_%3CS)�(�6�� = 33Q7rlb 811 5 Msof R,� we' _ — 73 (3�� 1 7:2: rw: MI t befween supporfs� _ — (1' — M \ 21 Mx, Cfor overhang) , w , , , = (a — x,)' Moment 2 2 2 CI _ 4l D: between supports) ` 12/ wx _ — (P — 21'x' + lx' — 2a'l' + 2a'x') 24EIl (forwYOx, r overhang Yv _ — (4a'l — P + 6a'x, — 4ax,' + x,') 24EI VP /I i ; ! (Zp — Lf4Dr!3 = G8 16 M4x = V1.4VZ=�' o �l�=6� (I 6 s /q. 5 RP, & �2- pZ -- :. sog let. 5 Max I "- , {� _ 05 - 6�3 z? ►� MP = 3�y�o) = � 3Zo � • I "S Gs J = zc� 13 2.o z /l 8 �� ) J T AW Mr4 x Vim'. 5W R = l'�.�-' Ib %Y? l% j -Tl S U Wall (A)(basement floor) . Wind Roof: Windward Leeward q Roberts Page 8 Lateral Analysis (Coef.) (Coef.x A + Coef. x A) (@75) (lbs) P(30)= 0.76 0.3 25 Improtance Factor 1 = 1 P(25)= wallAO (main floor) 0.7 75 14.5 1 = 783 P(20)= 0.67 0.3 20 0.7 20 Wind 1 = 194 P(15)= Seismic Roof: Windward Leeward q I P Roof Weight: q (Coef.) (Coef.x A + Coef. x A) (@75) (Coef.) (Coef.x A + (lbs) Pitch = Rise:Run Pitch Factor P(30)= 0.76 0.3 25 0.7 '25 14.5 1 = 276 6 : 12 = 1.12 P(25)= 0.72 0.3 75 0.7 75 14.5 1 _ 783 = 0 P(20)= 0.67 0.3 20 0.7 20 14.5 1 = 194 (Pitch factor)x(Area)x(Wt.(psf)) = Wt.(Ib) P(15)= 0.62 0.3 0 0.7 0 14.5 1 = 0 1.12 x 1388 x 21 = 32588 Wall Weight: Wall: Windward Leeward q I P (Area)x(Wt.(psf)) = Wt.(Ib) (Coef.) (Coef.x A + Coef. x A) (@75) . (lbs) 513 x 17 = 8721 P(30)= b.76 0.8 0 0.5 0 14.5 1 = 0 Soffit Weight: P(25)= 0.72 0.8 0 0.5 0 14.5 1 = 0 (Area)x(Wt.(psf)) = Wt.(Ib) P(20)= 0.67 0.8 68 0.5 68 14.5 1 = 859 433 x 10 = 4330 P(15)= 0.62 0.8 0 0.5 0 14.5 1 0 Ca = 0.36 Total Wt.(Ib) P (Total) = 2112 R = 5.5 W = 45639 (wood) Base Shear (Ib SIESMIC GOVERNS V = (2.5 x Ca x I x W)/(1.4 x R) _ /5334/ Wall (A)(basement floor) . Wind Roof: Windward Leeward q I P (Coef.) (Coef.x A + Coef. x A) (@75) (lbs) P(30)= 0.76 0.3 25 0.7 25 14.5 1 = 276 P(25)= . 0.72 0.3 75 0.7 75 14.5 1 = 783 P(20)= 0.67 0.3 20 0.7 20 14.5 1 = 194 P(15)= 0.62 0.3 0 0.7 0 14.5 1 = 0 Wall: Windward Leeward q I P (Coef.) (Coef.x A + Coef. x A) (@75) (lbs) P(30)= 0.76 0.8 0 0.5 0 14.5 1 = 0 P(25)= 0.72 0.8 0 0.5 - 0 14.5 1 = 0 P(20)= 0.67 0.8 68 0.5 68 14.5 1 = 859 P(15)= 0.62 0.8 90 0.5 90 14.5 1 = 1052 P (Total) = 3163 Seismic Wall Weight: (Area)x(Wt.(psf)) = Wt.(Ib) 920 x 17 = 15640 Floor Weight: (Area)x(Wt.(psf)) = Wt.(Ib) 735 x 15 = 11025 Deck Weight: (Area)x(Wt.(psf)) = Wt.(Ib) 433 x 8 = 3464 Ca = 0.36 Total Wt.(Ib) R = 5.5 W = 30129 (wood) Base Shear (Ib) V=(2.5xCaxIxW)/(1.4xR)= 3522 Total Shear V = 8856 SIESMIC GOVERNS Note: Wall (� meets minimum bracing requirements. No lateral analysis needed. P (Total) = 2604 Page 9 Seismic Roof Weight: Pitch = Rise:Run Pitch Factor 6 : 12 = 1.12 (Pitch factor)x(Area)x(Wt.(psf)) = Wt.(Ib) 1.12 x 1229 x 21 = 28855 Wall Weight: (Area)x(Wt.(psf)) = Wt.(Ib) 711 x 17 = 12087 Soffit Weight: (Area)x(Wt.(psf)) = Wt.(Ib) 93 z 10 = 930 Ca = 0.36 Total Wt.(Ib) R = 4.5 W = 41872 SIESMIC GOVERNS Base Shear (lb) V=(2.5xCaxIxW)/(1.4xR)=5982 Note: Wall O meets minimum bracing requirements. No lateral analysis needed. Wall O (main floor) Wind Seismic Roof: Windward Leeward q Roberts Lateral Analysis (Coef.) (Coef.x A + Coef. x A) (@75) (lbs) Pitch = Rise:Run Pitch Factor Improtance Factor I = 1 WallO 6 : 12 = 1.12 P(25)= 0.72 0.3 84 0.7 180 14.5 1 = 1579 Wind P(20)=. 0.67 0.3 130 0.7 17 Roof: Windward Leeward q I P 14.5 (Coef.) (Coef.x A + Coef. x A) (c@75) (lbs) P(30)= 0.76 0.3 0 0.7 0 14.5 1 = 0 P(25)= 0.72 0.3 0 0.7 0 14.5 1 = 0 P(20)= 0.67 0.3 120 0.7 120 14.5 1 = 1166 P(15)= 0.62 0.3 56 0.7 56 14.5 1 = 503 Wall: Windward Leeward q I P 14.5 (Coef.) (Coef.x A + Coef. x A) (c@75) 0.62 0.8 248 (lbs) P(30)= 0.76 0.8 0 0.5 0 14.5 1 = 0 P(25)= 0.72 0.8 0 0.5 0 14.5 1 = 0 P(20)= 0.67 0.8 0 0.5 0 14.5 1 = 0 P(15)= 0.62 0.8 80 0.5 80 14.5 1 = 935 P (Total) = 2604 Page 9 Seismic Roof Weight: Pitch = Rise:Run Pitch Factor 6 : 12 = 1.12 (Pitch factor)x(Area)x(Wt.(psf)) = Wt.(Ib) 1.12 x 1229 x 21 = 28855 Wall Weight: (Area)x(Wt.(psf)) = Wt.(Ib) 711 x 17 = 12087 Soffit Weight: (Area)x(Wt.(psf)) = Wt.(Ib) 93 z 10 = 930 Ca = 0.36 Total Wt.(Ib) R = 4.5 W = 41872 SIESMIC GOVERNS Base Shear (lb) V=(2.5xCaxIxW)/(1.4xR)=5982 Note: Wall O meets minimum bracing requirements. No lateral analysis needed. Wall O (main floor) Wind Seismic Roof: Windward Leeward q I P Roof Weight: (Coef.) (Coef.x A + Coef. x A) (@75) (lbs) Pitch = Rise:Run Pitch Factor P(30)= 0.76 0.3 0 0.7 145 14.5 1 = 1119. 6 : 12 = 1.12 P(25)= 0.72 0.3 84 0.7 180 14.5 1 = 1579 P(20)=. 0.67 0.3 130 0.7 17 14.5 1 = 494 (Pitch factor)x(Area)x(Wt.(psf)) = Wt.(Ib) P(15)= 0.62 0.3 33 0.7 0 14.5 1 = .89 1.12 x 1890 x 21 = 44375 r Wall Weight: Wall: Windward Leeward q I P (Area)x(Wt.(psf)) = Wt.(Ib), (Coef.) (Coef.x A + Coef. x A) (@75) (lbs) 817 x 17 = 13889 P(30)= 0.76 0.8 0 0.5 0 14.5 1 = 0 Soffit Weight: P(25)= 0.72 0.8 0 0.5 0 14.5 1 = 0 (Area)x(Wt.(psf)) = Wt.(Ib) P(20)= 0.67 0.8 45 0.5 175 14.5 1 = 1200 274 x 10 = 2740 P(15)= 0.62 0.8 248 0.5 0 14.5 1 = 1784 Ca = 0.36 Total Wt.(Ib) P (Total) = 6264 R = 5.5 W = 61004 (wood) Base Shear Ib SIESMIC GOVERNS V = (2.5 x Ca x I x W)/(1.4 x R) = 7130 P (Total) = 7837 _5X611 le__ GoVER1-25 Wall O (main floor) Wind Page 10 Seismic Wall Weight: (Area)x(Wt.(psf)) = Wt.(lb) 365 x 17 = 6205 Floor Weight: (Area)x(Wt.(psf)) = Wt.(Ib) 1097 x 15 = 16455 Deck Weight: (Area)x(Wt.(psf)) = Wt.(lb) 274 x 8 = 2192 Ca = 0.36 Total Wt.(lb) R = 5.5 W = 24852 (wood) Base Shear (lb) V= (2.5 x Ca x I x W)/(1.4 x R) = 2905 Total Shear V = /10035 Seismic Roof: Windward Leeward q Roberts Lateral Analysis (Coef.) (Coef.x A + Coef. x A) (@75) (lbs) Pitch = Rise -Run Pitch Factor Improtance Factor I = 1 Wall(2) (basement floor) 6 : 12 = 1.12 P(25)= 0.72 0.3 20 0.7 180 14.5 1 = 1378 Wind P(20)= 0.67 0.3 88 0.7 17 Roof: Windward Leeward q 1 P 14.5 (Coef.) (Coef.x Area + Coef.x ArE (@75) (lbs) P(30)= 0.76 0.3 0 0.7 145 14.5 1 = 1119 P(25)= - 0.72 0.3 84 0.7 180 14.5 1 = 1579 P(20)= 0.67 0.3 130 0.7 17 14.5 1 = 494 P(15)= 0.62 0.3 33 0.7 0 14.5 1 = 89 Wall: Windward Leeward q I P 0.5 175 (Coef.) (Coef.x A + Coef. x A) (@75) - (lbs) P(30)= 0.76 0.8 0 0.5 0 14.5 1 = 0 P(25)= 0.72 0.8 0 0.5 0 14.5 1 = 0 P(20)= 0.67 0.8 45 0.5 175 14.5 1 = 1200 P(15)= 0.62 0.8 248 0.5 350 14.5 1 = 3357 P (Total) = 7837 _5X611 le__ GoVER1-25 Wall O (main floor) Wind Page 10 Seismic Wall Weight: (Area)x(Wt.(psf)) = Wt.(lb) 365 x 17 = 6205 Floor Weight: (Area)x(Wt.(psf)) = Wt.(Ib) 1097 x 15 = 16455 Deck Weight: (Area)x(Wt.(psf)) = Wt.(lb) 274 x 8 = 2192 Ca = 0.36 Total Wt.(lb) R = 5.5 W = 24852 (wood) Base Shear (lb) V= (2.5 x Ca x I x W)/(1.4 x R) = 2905 Total Shear V = /10035 Seismic Roof: Windward Leeward q I P Roof Weight: (Coef.) (Coef.x A + Coef. x A) (@75) (lbs) Pitch = Rise -Run Pitch Factor P(30)= 0.76 0.3 0 0.7 145 14.5 1 = 1119 6 : 12 = 1.12 P(25)= 0.72 0.3 20 0.7 180 14.5 1 = 1378 P(20)= 0.67 0.3 88 0.7 17 14.5 1 = 372 (Pitch factor)x(Area)x(Wt.(psf)) = Wt.(lb) P(15)= 0.62 0.3 54 0.7 0 14.5 1 = 146 1.12 x . 1560 x 21 = 36627 Wall Weight: Wall: Windward Leeward q I P (Area)x(Wt.(psf)) = Wt.(Ib) (Coef.) (Coef.x A + Coef. x A) (@75) (lbs) 580 x 17 = 9860 P(30)= 0.76 0.8 0 0.5 0 14.5 1 = 0 Soffit Weight: P(25)= 0.72 0.8 0 0.5 0 14.5 1 = 0 (Area)x(Wt.(psf)) = Wt.(lb) P(20)= 0.67 0.8 26 0.5 175 14.5 1 = 1052 238 x 10 = 2380 P(15)= 0.62 0.8 200 0.5 0 14.5 1 = 1438 Ca = 0.36 Total Wt.(Ib) P (Total) = 5505 R = 5.5 W = 48867 (wood) Base Shear (lb) S/ESM/C GOVERNS V = (2.5 x Ca x I x W)/(1.4 x R) = 5712 P (Total) = 6943 Sf4ZAP- WAU- SUMMAR.Y Page 11 Seismic Wall Weight: (Area)x(Wt.(psO) = Wt.(Ib) 413 x 17 =. 7021 Floor Weight: (Area)x(Wt.(psf)) = Wt.(lb) 1078 x 15 = 16.170 Deck Weight: (Area)x(Wt.(psf)) = Wt.(Ib) 200 x 8 = 1600 Ca = 0.36 Total Wt.(Ib) R = 5.5 W = 24791 (wood) Base Shear (lb) V= (2.5 x Ca x I x W)/(1.4 x R) = 2898 Total Shear , V = 8609/ h/AcL Lr��. _ S,� a �A�SLS 4A-7- rl-� I- M P4 -MP4 /Y -s ' f 3 4 l �� � 2-9,5' A ��F:NF...J�` Ib'' �3-5 -f• 7��./p`7 � �� 1�i = ��•� 8g:s� �6 C N � y ' 13 ` = 3 713 r� 2FJiFi�T l,Y_ 5' q.s' �- = 25_S/ S 7 I LE Roberts Lateral Analysis Improtance Factor I = 1 Wall O (basement floor) Wind Roof: Windward Leeward q I P (Coef.) (Coef.x A + Coef. x A) (@75) (lbs) . . P(30)= 0.76 0.3 0 0.7 145 14.5 1 = 1119 P(25)= 0.72 0.3 20 0.7 180 14.5 1 = 1378 P(20)= 0.67 0.3 88 0.7 17 14.5 1 = 372 P(15)= 0.62 0.3 54 .0.7 0 14.5 1 = 146 Wall: Windward Leeward q 1 P (Coef.) (Coef.x A + Coef. x A) (@75) (lbs) P(30)= 0.76 0.8 0 0.5 0 14.5 1 = 0 P(25)= 0.72 0.8 0 0.5 0 14.5 1 = 0 P(20)= 0.67 0.8 26 0.5 175' 14.5 1 = 1052 P(15)= 0.62 0.8 200 0.5 320 14.5 1 = 2877 P (Total) = 6943 Sf4ZAP- WAU- SUMMAR.Y Page 11 Seismic Wall Weight: (Area)x(Wt.(psO) = Wt.(Ib) 413 x 17 =. 7021 Floor Weight: (Area)x(Wt.(psf)) = Wt.(lb) 1078 x 15 = 16.170 Deck Weight: (Area)x(Wt.(psf)) = Wt.(Ib) 200 x 8 = 1600 Ca = 0.36 Total Wt.(Ib) R = 5.5 W = 24791 (wood) Base Shear (lb) V= (2.5 x Ca x I x W)/(1.4 x R) = 2898 Total Shear , V = 8609/ h/AcL Lr��. _ S,� a �A�SLS 4A-7- rl-� I- M P4 -MP4 /Y -s ' f 3 4 l �� � 2-9,5' A ��F:NF...J�` Ib'' �3-5 -f• 7��./p`7 � �� 1�i = ��•� 8g:s� �6 C N � y ' 13 ` = 3 713 r� 2FJiFi�T l,Y_ 5' q.s' �- = 25_S/ S 7 I LE WAU k)A-LL j�'�+ A."Q- 01017- sk'A�-- (TAarsiy, tib- l z�{� AA41,01MUM Aa- ARA PATFzO-S:.[3- W1 T-ip-LA 164 —p� P.LATZ .,r ale A355 e'k9-q):-- / 30 (� 2 ,6> �S85r, P -A zt Alm AkM F IA. (CS H2)1793 wAe-l- o p#qG-F- 13 /U1 w�� !��✓��� ,yQ,�. r��ti A�s.�va7� -7�A pt�-� A,vet2c�A,G1� W N A P G,vQ"t-' "Ruza&'k-z G1.4 41 7� Tw i4AcL_t Q /mss Ar e T�on> <i?-- C.ILRM - ..3 l37 AZ5s 6il q8'�G.c. Rrh14exc-TILL- PG, �It, Q5, 0 "�fC,=>N w GiNG � -pt'I WALL 4,1 N.- !� L(.. l N14(n� 1 1 aAl 71 3<> 13 S p� rf S"3 -rte 7� A-7- z w/ A z SS sP�. �.�� - 3.33 yam, @'` CMaC �3s 5-Q'� A/A 57TZR, w � IiT 3 GV�cyv1,uG C 3 PAOZ �J x I/ K 7� = ` / ,,� 3 rb �� (� = / o S Ib I ✓�s� /41,)2A Z- SDs3 %�-Dow�si clZ Pk>.7- -SDS �/ 03S 2.311 y's� :Z39 . .-'. tjAL(_, z c3 FA A,L, �3 ^!6 3 F:>" w p L. - pA�; stirs \ z5.5ILI 114 U, h'1 Gt,1A� P(keDVI b A1J-f�U9f �'Q P -r. 7�►Jp�C, Zz� p.2.� u> . uq: Ais = b 3 `- `� �zK ppb .5� Mk = O w 8�G- ,.., z 3 G P� �. `�� Nom` NM �r 5' -ro Top Jam .. wt-rq A� S�S - G,�b7H N 41 L, N To sjL)c.0 o f'i::::)k S, 0Z �:u LL e S vc C.aL.�.U1. i;rJ:�IS /067' UZAZAZ, • e's 1 g n Tr-uss-- Take-af f Design & Sales 7&sistancc Monte Call - 1`93 Camellia Dr - Paradise. CA 95969 (530) -811.4732 Of f ice '(.5 Q)... 811.4132.. FAX TRUSS ENGINE`�!E' RI NG Roberts Residence AUG 1- 2 2003 ihMELN pOWERS uNKA9fZ C'fA ES PLAN REVIEW APPROVAL SEP 2 5 2003 PL# -;1 ` UNHART PETERSEN POWERS ASSOCIATES SEP 2 5 2003 UNHART PETERSEN POWERS ASSOCIATES Truswal Systems `p G (800) 332-4045 �m w"Ai ROBERTS RESIDENCE Job Name: bstest Truss ID: Al Qty: 1 BRG X -LOC REACT SIZE. REQ'D 1 0- 2-12 487 5.50' 1.50" TC Zx4 DFL #I& W. Plating spec : ANSI/TPI - 1995 This design based on lard bracing applied 2 10.2-12 - 3513 5.50" 3.37" Zx6 DFL #2 2-4 BC 2x4 DFL #I & Btr. THIS DESIGN 1S THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. per the following schedule: max o.c. from to 3 45.9.4 1657 5.S0" 1.77" WEB 2x4 DFL STUD BEARING REQUIREMENTS shown are based ONLY TC 24.00" 5-10.15 15-1-0 TC FORCE AXL BND CSI 2x4 DFL STANDARD 17-6 6.19 Loaded for 10 PSF ran -concurrent BOLL. on the truss material at each bearing PLATE VALUES PER ICBO RESER C REPORT # 1607.Support UPLIFT REACTION(S) 1 -25 Ib 1-2 518 0.03 0.32 0.36 Install Interior support(s) before erection. Mark all Interior bearing locations. Thio truss is designed using the 2-3 1837 0.24 0.63 0.87 3-4 -928 0.010.64 0.65 Permanent bracing is required ( others) to HIB Drainage must be ed to avoid ponding. bracing UBC -97 Code. 4-5 -1952 0.02 0.46 0.49 prevent rotatkm/Ooppling See 91 aril ANSI/TPI I-1995; 110 3.4.5 10.3.4.6. Continuous lateral attached to flat TC Indicated. Lumber be Bldg Enclosed = Yes Tens Location End Zone 5-6 -1897 0.03 0.46 0.49 and PLATING BASED ON GREEN LUMBER VALUES. as must structural grade. Brace @ 24" o.c. unless rated. = Hurricane/Ocean Une = No , F Category = B 6.7 -2047 0.03 0.36 0.39 Bldg Length = 90.00 ft, Bldg it= 46.00 R 7-8 -2471 0.05 0.36 0.40 Mean roof height = 14.74 ff mph = 80 8.9 -2603 0.05 0.24 0.30 UBC Standard Occupancy, Dead Load = 26.0 psf 9-10 -2716 0.06 0.33 0.39 .----------LOAD CASE #I DESIGN LOADS ------------- BN BC FORCE AXL BND CSI Dir L.Plf L.Loc R.Plf R.Loc 1BC xRC 0AX 0.16 TC Vert 64.00 0-0-0 64.00 6. 0 0.50 12-13 -409 0.00 0.20 0.20 TC Vert 128.00 6- 0- 0 128.00 16- 0- 0 0.25 13-14 -1766 0.03 0.20 0.23 TC Vert 64.00 16 0 0 64.00 46 0 0 0.50 14-15 1216 0.15 0.07 0.22 BC Vert 30.00 0-0-0 40.00 ID -G-0 0.13 15-16 1216 0.13 0.15 0.27 BC Vert 20.00 IO- 0. 0 20.00 46-0-0 0.00 16.17 1702 0.18 0.27 0.45 Type lbs X.Loc LL/TL 17-18 1416 0.14 0.27 0.42 18-19 1416 0.14 0.37 0.51 TC Vert 281.0 6- 0.0 0.38 TC Vert 100.0 26- 9- 0 0.38 19.20 1927 0.20 0.37 0.56 TC Vert 100.0 29- 3- 0 0.38 20.21 2351 0.30 0.17 0.47 WEB FORCE CSI WEB FORCE CSI 2-12 187 0.(%17 -3D4 0.22 2-13 -190108717 466 0.19 3-13 -24% 0b0 9 803 0.33 3-14 3130 0.969 -5990.44 4-14 -1552 03RD 5350.1612-7- 35 0.16- 4-16 509 0.9520 -3180.08 1 3 5 6 7 8 9 10 5-16 -166 0.12 -- --- .. F6 pp 1 9-4-3 1 6 0 -6.00 5-6 -U.W S=3-6 4-4 4-4 3 8 4-10 8 1.5-4 10- -1fi 4-4 3-10 = Y 0-4-3 . C . I 4-11) 3-4 3-4 S=3-6 3-4 04-3 R SWAB ® SYSTEMS 4445 Northpark Dr. Colo Springs, CO 80907 TrusPlus 6.0 Ver: T6.3.9 46-M ' 11 12 13 1415 16 17 18 19 20 21' OVER 3 SUPPORTS Tnhswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). Read all notes on this sheet and give a copy of it to the Erecting Contractor. anticlone in accodenca with the Mend versions of TPI and AFPA design stwidards. No responsiEiGry ls assumed for dimenslonel acal-y. 911aot1ed. Wese otherwise noted. Bracing shown Is for lateral support of components membe s only to reduce buckling length. This componerd ehma not be pracad In any aMrorenert the/ wN cause the moisture content of the wood to exceed 19% ardfor cause connector date corrosion. Fabricate, handle, Install and trace Ms truss N aaaNance with 'JOINT DETAILS' by Truewal, 'ANSI?PI 1', WTCA 1' -Wood Truss Council of Anodce Slerdard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' -(1118.91) and NIB -91 SUMMARY SHEET by TPI. The Trues Plate Institute (TPQ Is orated al D'Onofib dive, Medison. Wisconsin 53719. The Amerlcen Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washingon, DC 20036. - a C045982 Exp: 12131106 CIVIL 4/29/2003 Cust: da WO: Drive_C_bstest_L00005_300001 Dsgnr: me #LC = 16 WT: 323# TC Live 16.00 psf DurFats L=1.25 P=1.15 TC Dead 16.00 psf Rep Mbr Bnd 1.00 BC Live 0.00 psf O.C.Spacing 2- 0- 0 BC Dead 10.00 psf Design Spec UBC -97 TOTAL 42.00 psf . I DEF.Ratio: L/360 TC: L/360 Job Name: bstest Truss ID: A2 Qty: _ 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #I & Btr. Web bracing required at each location shown. This design based on chord bracing applied 1 0. 2-12 211 5.50" 1.50" BC 2x4 DFL #1 & Btr. ® See standard detalls (TX0108r perthe following schedule: 2 10- 2-12 2812 5.50" 2.62" WEB 2x4 DFL STUD Plata spec ' ANSI/TP1- 17001.001). max o.c. from to 3 45- 9- 4 1608 5.50" 1.71" 2x4 DFL STANDARD 16-6,17-7 THIS DESIGN IS THE COMPOSITE RESULT OF TC 24.00" 7.10-15 17- 5- 0 10.00 psf 7-19 MULTIPLE LOAD CASES. UPLIFT REACTIONS): TC FORCE AXL BND CSI PLATE VALUES PER ICBG RESEARCH REPORT #1607. BEARING REQUIREMENTS shown are based ONLYSupport 1 -184 Ib 1-2 955 0.10 0.20 0.30 Loaded for 10 PSF non -concurrent BCLL on the truss material at each bearing. I= Is designed using the 2-3 1004 0.10 0.20 0.30 Install interior support(s) before erection. Mark all Interior bearing locations. UBC -97 Code. 3.4 1571 0.20 0.52 0.72 4-5 -1145 0.02 0.53 0.55 Permanent brad is required (by others) to ling. HHIB-91 Drainage must be provided to avoid ponding. lateral bracing Bldg Enclosed = Yes 5-6 -1418 0.010.29 0.30 6-7 -1725 0.02 0.29 0.32 prevent rotatlonrygVo See and ANSI/TPI 1-1E 10.3.4 5 and 10.3.4.6. Continuous attached to flat TC as Indicated. Lumber must be structural Truss Location = Fid Zone Hurricane/Ocean team Line = No , Ex Category = B 7.8 PLATING BASED ON GREEN LUMBER VALUES. grade. Brace @ 24" o.c. unless rated. Bldg Length = 90.00 R, Bldg Width = 46.00 R -1940 0.03 0.36 0.39 Mean roof height = 14.74 ft, mph = _ 80 B-9 -2368 0.04 0.36 0.40 9-10 -2499 0.05 0.25 0.30 UBC Standard Ocwpancy Dead Load = 26.0 psf 10-11 -2613 O.OS 0.32 0.37 - ----LOAD CASE # 1 DESIGN LOADS ------- Dir L.Ptf L.Loc R.PB R.Loc 1-14n BC FORCE AXL BND CSI TC Vert 64.00 0. 0- 0 64.00 46- G- 0 0.50 12-13 -813 0.01 0.14 0.15 BC Vert 20.00 0. 0. 0 20.00 46- G- 0 0.00 13-14 -1030 0.01 0.29 0.29 Tlbs X.Loc LL/TL 14-15 -1530 0.010.29 0.30 TC tat 100.0 26 9 0 0.38 15-16 -1530 0.010.22 0.23 TC Vert 100.0 29. 3- 0 0.38 16.17 1494 0.16 0.33 0.49 17-18 1319 0.13 0.33 0.47 18-19 1319 0.13 0.35 0.49 19-20 1831 0.19 0.35 0.54 20.21 2259 0.29 0.16 0.45 WEB FORCE CSI WEB FORCE CSI 2-13 -2570.6617 -1670.13 3-13 393 0.1217 373 0.15 3-14 -983 03619 803 0.33 4-14 -1904 0549 -6030.44 4.16 301108Y0 5410.17 7-10 15 10-7-13 18 0 0 l7 r 5-16.-975 0.1*20 -3200.08 r 1 2 r3 4 r5 6 8 9 10 11 6-16 -468 0.24 1 94.3 i 6.x006.0� MAX DEFLECTION (span) : L/999 IN MEM 17-I8 (LIVE) 5$ L= -0.11" D- -0.18" T- .29" S=3 -l' 4-4 4-0 3 4-10 5 5.6 1.5-4 1.5-4 10-3-15 4-0 5-5 z x 0-4-3 3-4 . 1 S=3-6 3.4 S=3.6 3.4 0-4-3 1�1 R SWAB K7=j SYSTEMS 4445 Northpark Dr. Coto Springs, CO 80907 TnisPlus 6.0 Ver: T6.3.9 PA 46-0-0 PA 12 13 14 15 16 17 18 19 20 21' OVER 3 SUPPORTS Truswal Systems Plates are 20 ga. unless shown by "18"(18 go.).'H'(16 go.). or'MX"(TWMX 20 go.). positioned per Joint Details Report. Circled plates and false frame plates are positioned as sham above. Shift gable stud plates to avoid overlap with structural plates (or staple). Read all notes on this sheet and give a copy of it to the Erecting Contractor. and done In accordance with the current versions of TPI end AFPA design standards. No responsibility Is assumed for dimensional accuracy. 9121Wed, odes otlenmim rated. Bracing stamen Is for lateral support of components member, only to reduce buckling length. This cornnpoem ,hell not be placed In arty envlrwnerd that will cause the moisture cordent of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. handle. Irndall and brace this truss In ectordanoe with 'JOINT DETAILS' by Tnr,w91, 'ANSIfrPI 1', WTCA 1' -Wood Truss Council of Arre ka, Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES -(HIB-91) and HI&91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is located at D'Onebio 00", Madison. Wisconsin 53719. The American Fared and Papa Awadation (AFPA) I, located at 1111 19th Street, NW, Ste 800, Washington, DC 20038. lNd. C045982 �7 z Exp: 12131!06 Ci1V1� �Q 4� Op Cp�1�� 4/29/2003 Cust: da WO: Drive_C_bstest_L00005_]00001 - Dsgnr: me #LC = 16 WT: 321# TC Live 16.00 psf DurFacs L=1.25 P=1.15 TC Dead 16.00 psf Rep Mbr Bnd 1.00 BC Live 0.00 psf O.C.Spacing 2- 0- 0 BC Dead 10.00 psf Design Spec UBC -97 TOTAL 42.00 psf I DEF.Ratio: L/360 TC: L/360 Job Name: bstest Truswal Systems Plates are 20 ga. unless shown by "18"(18 go.), "H"(18 ga.), or "MX'(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates or; positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). Truss ID: A3 Qty: 1 ERG X -LOC REACT SIZE REQ'D 1 0. 2-12 190 5.50' 1.50' TC 2x4 DFL Al & BIT. BC 20 DR. AI & BIT. Web tracing required at each location shown. This design based on lard bracing applled 2 IO- 2.12 2794 5.50" 2.61' 3 45- 9.4 1549 5.50" 1.65 WEB 2x4 DFL STUD 2x4 DFL STANDARD 17-7, 7-19 ® See standard details 01087001-001). Plating spec •ANSI I - 1995 per the following schedule: max o.c. from to TC FORCE AXL OND CSI PLATE VALUES PER ICBO RESEARCH REPORT #.1607. Loaded for 10 PSF na-conourrent BCI I THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. BEARING REQUIREMENTS shown are based ONLY TC 24.00" 9-10-15 19- 5- 0 UPLIFT REACTION(S) : Support 1 -203 Ib 1-2 1040 0.12 0.29 0.41 2-3 1381 0.16 0.29 0.45 Mark all Interior bearing locations. Drainage must be VvAded to avoid ponding. on the truss material at each bearing. Install Interior support(s) before erection. This buss Is designed using the UBC -97 Code. 3.4 1349 0.17 0.32 0.49 4-5 -1236 0.02 0.32 0.35 Sfi -1592 0.02 0.210.22 Continuous lateral bracing attached to flat TC as Indicated, lumber must be structural Permanent brae'rg B required (bv others) to prevent rotatioNtoppling. See IB -91 and Bldg Enclosed = Yes Truss Location = End Zone 6-7 -1607 0.02 0.210.22 grade. Brace @ 24" D.C. unless rated. ANSI/TPI 1-1995; 110 3.4.5 and 10.3.4.6. PLATING BASED ON GREEN LUMBER VALUES. Hurricane/Ocean Line = No , Ca Bid_ Y - B 7-8 -1808 0.02 0.33 0.36 8-9 -2246 0.04 0.33 0.37 . unless COMW Ne noted. B=frq mown is for lateral support of components members Dory to reduce Itua(I g IeVh. Thio component TC Dead Mean moor hheight0=014 41 ft, mph 80 46-00 R 9-10 -2377 0.D4 0.26 0.31 ® SYSTEMS she° not be Paced in any arwrarsr,em evat will cease the masture corners of the wood to exceed IM enaor cause corsaaor plate corrosion. UBC Standard Occupancy, Dead Load= 26.0 psf 10-11 -2490 0.05 0.30 0.35 O.C.Spacing 2- 0- 0 4445 Northpark Or. ----------LOAD # 1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.PlfR.Loc LL/TL BC FORCE AXL END CSI BC Dead 10.00 psf TC Vert 64.00 G• 0- 0 64.00 46-0-0 0.50 12-13 -886 0.010.22 0.22 {M&91) and HIB -91 SUMMARY SHEET by TPI. The Tory Plate InstiMe (TPI) is brated at O'Onohb Drtve, Madison, Wrseonsin 53719. EC Vert 20.00 0- G- 0 20.00 46- 0- 0 0.00 13-14 -890 0.010.420.42 14-15 221 The American Forest and paper Association (AFPA) Is lowed at 1111 19th Street. NW. SteOW. WasItIVon. OC 20039. Tlbs X.Loc LL/TL 0.02 0.42 0.43 15.16 221 0.02 0.33 0.35 DEF.Ratio: L/360 TC: L/360 TC Vert 100.0 26- 9- 0 0.38 16-17 1290 0.14 0.33 0.47 17-18 1210 0.12 0.25 0.38 18-19 1210 0.12 0.38 0.50 19-20 1715 0.18 0.38 0.55 20-21 2150 0.27 0.15 0.42 WEB FORCE CSI WEB'WRCE CSI 2-13 133 0.6417 -3200.28 2-14 -513 0.2817 3910.16 3-14 -876 0.3719 794 0.32 4-14 -2169 OBB9 -5890.43 4.16 1538 02710 549 0.17 9 10 15 8-7-13 18-M 5-16 -1015 01@20 -3260.08 r 1 2 3 4 r5 6 7 8 9 10- 11 r 5-17 131 0.09 MAX DEFLECTION tsoanl : r6 00 L 9-4-3 T 6 0 -6.00 1 I L= -0.11" -3 x 0.4-3 5.6 PA -46-0-0 PA 1 12 13 14 15 16 17 18 19 20 21-' OVER 3 SUPPORTS ' - • d. C045982 Exp: 12131/06 .I,- CIVI%. Truswal Systems Plates are 20 ga. unless shown by "18"(18 go.), "H"(18 ga.), or "MX'(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates or; positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). :/29/2003 WARN/N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da WO: Drive C_bstest_L00005_100001 mw eons In accoreeroe weh moru e soars wxsloor TPI and AFPA design etarwerda. No reaponslay N m iiassumes for eimensbnel aca,rsry. Dsgnr: me # LC = 16 WT: 325# �\1 TRV W� TC Live 16.00 psf DurFacs L=1.25 P=1.15 . unless COMW Ne noted. B=frq mown is for lateral support of components members Dory to reduce Itua(I g IeVh. Thio component TC Dead 16.00 psf Rep Mbr Bnd 1.00 ® SYSTEMS she° not be Paced in any arwrarsr,em evat will cease the masture corners of the wood to exceed IM enaor cause corsaaor plate corrosion. BC Live 0.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Or. Fabricate' ranAe, kMeE and is r11s buy In emordaroe with 'JOINT DETAILS' try Truswal, 'ANSI/TPI 1', WTCA 1' -Wood True Counal Colo Springs, CO 80907 of America Steneard Deelpe Reaportsb ifts, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 Tru5PIu5 6.0 Ver: T6.3.9 {M&91) and HIB -91 SUMMARY SHEET by TPI. The Tory Plate InstiMe (TPI) is brated at O'Onohb Drtve, Madison, Wrseonsin 53719. The American Forest and paper Association (AFPA) Is lowed at 1111 19th Street. NW. SteOW. WasItIVon. OC 20039. TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 Job Name: bstestTruss Tnrswal Systema Plates are 20 ga. unless shown by "18"(18 gaJ, "H"(18 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false trema plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). ID: A4 Qty: 1 BRG X -LOC REACT SIZE RE 1 0-2-12 281 5.50" 1.50" TC Zx4 DFL #I & Btr. BC Zx4 DFL #1 & BIT Web bracing required at each location shown. This design based on fiord bracing applied 2 ID- 2-12 2671 5x50' 2.47" 3 45-9-4 1469 5.50" 1.57" WEB 2x4 DFL STUD 2x4 DFL STANDARD 16-6, 6-18 ® See standard details (TX01087001-001). Ptat spec ANSI/TPI - 1995 per the following schedule: max o.c. from to TC FORCE AM BND CSI PLATE VALUES PER ICBO RESEARCH REPORT 1111607. Loaded for 10 PSF non mrxurmt BOLL THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. BEARING REQUIREMENTS shown are based ONLY TC 24.00".11 -IG -15 21-4-10 UPLIFT REACTION(S): Support 1 -133 Ib 1-2 833 0.09 0.48 0.57 2-3 1167 0.13 0.48 0.61 Mark all Interior bea locations. Drainage be t=o on the b13s5 material at each bearing This buss Is designed using the 3.4 -858 0.010.43 0.44 must pondtng. �d Continuous lateral attached to flat Install interior supports) before erection. Permanent bracidnngg Is required (by others) to UBC -97 Code. Bldg Enclosed = Yes 45 -81 0.010.20 0.21 5 6 -1811 0.06 0.45 0.51 TC as Indicated. Lumber must be strucbmal prevent roUtlonitoppllnt See HIB -91 and - Truss Location = End Zone 6-7 -2000 0.02 0.38 0.41 grade. Brace tdd 24" o.c. unless noted. ANSi/TPI 1-19955; 110 3.4.5 and 10.3.4.6. PLATING BASED ON GREEN Hurricane/Ocean Line = No , Ca B Category = 7-8 -2432 0.04 0.34 0.38 LUMBER VALUES. Bldg Length = 90.00 ft, Bldg kith = 46.00 It 8-9 -2563 0.05 0.25 0.30 O.C.Spacing 2- 0- 0 4445 Northpark Dr. Mean = 14.74 ft f h 8 9 10 -2676 0.05 0.33 0.38 U� Standard ncy,Load 26.0 psf of Arnica Standard Design ReapornlDedles, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf ------LOAD CASE #I DESIGN LOADS --- BC FORCE AXL BND CSI 41`1I8.91) and -HIB -91 SUMMARY SHEET bT TPI. TheTens Plate Insdlute (TPI) is °rated a D'Onohb Onve, Mad . Wisconsin 53719. Dir LPIf L.Loc R.Plf R.Loc LL/TL 11-12 -691 0.00 0.23 0.24 The Ar narkm Forts and papa Asaodatbn (AFPA) isca located at 1111 Isin Street. NW, Ste 800, WasNngton. DC 20038. TC Vert 64.00 0- 0- 0 64.00 46. 0.0 0.50 12-13 -694 0.00 0.23 0.23 DEF.Ratio: L/360 TC: L/360 BC Vert 20.00 G- D• 0 20.00 46. 0- 0 0.00 13-14 -541 0.00 0.23 0.23 Tyyppee lbs X.Loc LL/TL 1415 -541 0.00 0.25 0.26 TC Vert 100.0 26.9- 0 0.38 15-16 1610 0.16 0.33 0.50 TC Vert 100.0 29- 3- 0 0.38 16-17 1383 0.14 0.33 0.47 17-18 1383 0.14 0.35 0.49 18-19 1886 0.19 0.35 0.54 19-20 2316 0.29 0.17 0.46 WEB FORCE CSI WEB FORCE CSI 2.12 1630.16 -1890.14 2-13 -5910.1816 4010.16 3-13 -2239 0038 790 0.32 3-15 19650.5Q8 -5910.43 415 -305 0.1819 542 0.17 S -15-121609Q9 -3220.08 11-10-15 11 6-7-13 18-0-0 2 MAX DEFLECTION span): L/M IN MEM 16-17 (LIVE 6 1 9-4-3 -i 6 00_ -600 x D-4-3 46-0-0 ` 11 12 13 1415 16 17 18 19 20-' OVER 3 SUPPORTS - a �X C045982 ;a Exp; 12131106 CIV1l- Tnrswal Systema Plates are 20 ga. unless shown by "18"(18 gaJ, "H"(18 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false trema plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 4/29/2003 WARN/N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da WO: Drive_ C_ bstest_L00005_J00001 and dans in 90oba,ca.dlh the aarax versions of TPI and AFPAdBsign alardaM. NO responsibility Is a96Nrned for dimensional Botaxary. Dsgnr: me #LC = 16 WT: 316# w SI/'/� TC Live 16.00 psf DurFacs L=1.25 P=1.15 Y Y ®SYSTEMS . mess o wWse noted. grading SMw b for laterel support of c0rrP0r ee embers a* to ratluoe buHm dina length. This coponent -­ be peCeO In em' awaa rwd 111st will � the "Idshee cadent of 0,e wood to exceed lass andror TC Dead 16.00 psf Rep Mbr Bnd 1.00 cause connector plate corrosion. Fabricate. hanae, YWM 'JOINT BC Live 0.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr. and brace ars Inns In axordanoe with DETAILS' by Tnr raI. ANSlnrl r, WTCA t• -Wood Tnns Cot,ndl Colo Springs, CO 80907 of Arnica Standard Design ReapornlDedles, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 TrusPlus 6.0 Ver: T6.3.9 41`1I8.91) and -HIB -91 SUMMARY SHEET bT TPI. TheTens Plate Insdlute (TPI) is °rated a D'Onohb Onve, Mad . Wisconsin 53719. - The Ar narkm Forts and papa Asaodatbn (AFPA) isca located at 1111 Isin Street. NW, Ste 800, WasNngton. DC 20038. TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 Job Name: bstest 10-2-12 Truss ID: A5 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 254 5.50' 1.50" TC 2x4 DFL #I& W. 8C 2x4 DFL #1 & Btr. Web bracing required at each location shown. This design based an chord bracing applied 2 10- 2-12 2692 5.50' 2.50" 3 45-7- 0 1453 3.50" 1.55' WEB 2x4 DFL STUD 2x4 DFL STANDARD 17-7, 7-19 ® See standard detalk (fX01087001.001). plating s AN51/T➢I _ 1995 per the following schedule: max o.c. from to BRIG HUNGER NOTE 3 *THA29 WEDGE 2x4 DR. #1 & Btr. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. TC 24.00" 13-10 15 23-5-0 UPLIFT REACTION(S) : d for PLATE VALUES PER iCBO RESEARCH REPORT #1607. Loaded for 10 PSF BCL- BEARING REQUIREMENTS shown are based ONLY Support 1 -142 Ib aI bads. SEE SIMPSON CATALOG non-concrment Install Interior support(s) before erection. on the truss material at each bearing. Mark all Interior bearing locations. This Didesigned using the ss k UBC -97 Code. FOR ADDITIONAL INSTALLATION NOTES �Tna� b�ra�drrgg k required (by others) 0D previnut rotatlorytopp0 See M&91 and Drainage must be provided to avid ponding. Continuous lateral bracing flat Bldg Enclosed =Yes TC FORCE AXL BND CSI 1-2 . ANSI/TPI 1-19955; 1S�O 3.4.S and 10.3.4.6. PLATING BASED ON GREEN LUMBER VALUES. attached to TC as Indicated. Lumber must be shvcMal grade. Brace @ 24" o.c. unless noted. Truss Location =End Zone Hurrkane/Ocean Line = No, ExD Category = B Bldg Length = 90.00 R, BldgWidth = 45.75 R 799 0.09 0.29 0.4 2-3 1180 0.13 0.29 0.43 Mean roof height = 14.74 ft, mph = 80 3.4 0.23 0.36 4I�9I2OO UBC Standard Dead Load = 26.0 icy, P� 45 -052 0.010.37 0.38 � : -652 .01 5.6 -1544 0.04 0.32 0.35 Cust: da ----------LOAD CAS #1 DESIGN LOADS ----------- S Dir LPI( LLoc R.Plf R.Loc LL/TL 6-7 -1816 0.03 0.24 0.27 WO: Drive_C_bstest_L00005_J00001 TC Vert 64.00 0- 0. 0 64.00 45- 8.12 0.50 7-8 -1981 0.03 0.38 0.41 Dsgnr. me # LC = 16 WT: 332# BC Vert 20.00 0- 0- 0 20.00 45- 8-12 0.00 8-9 -2333 0.09 0.38 0.43 DurFacs L=1.25 P=1.15 w RU\'/1/a TSA Type lbs X.Loc LL/TL 9-10 -2464 0.07 0.23 0.30 10-11 -2568 0.05 0.35 0.40 ,,,bee noted. Bracing exwwrh is for lateral support of oanP«ierns n,emlxes only to red" hx*1i g WVth. This mirtpanerd TC Dead TC Vert 100.0 26- 9- 0 0.38 TC Vert 100.0 29- 3- 0 0.38 BC FORCE AXL BND CSI ® SYSTEMS 4445 Northpark Dr. -- not •e place, In aA1' wr 4tret w® ranee the molmea caderd or the wood to exceed tax sn&m cause connector pate oonoalon. Fatxleete, herdb, erotas and brace We tree in eaardan a wth 'JOINT DETAILS' by Truswal.'ANSI/TPI 1', WTCA 1' -Wood Thee Council BC Live 12-13 -672 0.00 0.19 0.20 O.C.Spaeing 2- 0- 0 Colo Springs, CO 80907 of mak• Mandel Desgn Responsibilities. HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' 13-14 -676 0.00 0.25 0.25 10.00 psf Design Spec UBC -97' TrusPlus 6.0 Ver: T6.3.9 1415 -83 0.00 0.25 0.25 15-16 -83 0.00 0.210.21 The Amxiran Forest and PaperAseadadan (AFPA) is located at 1111 19th Street NW, Ste Soo. Washinglon. DC 20038. TOTAL 42.00 psf 16-17 1173 0.12 0.35 0.47 17-18 1357 0.14 0.35 0.49 18-19 1357 0.14 0.42 0.56 19.20 1659 0.19 0.42 0.61 20.21 2221 0.28 0.26 0.55 13 10-15 4-7-13 17-8-12 WEB FORCE CSI WEB FORCE CSI ' 1 2 3 14 5 '6 r7 8 9 10 11-' 2-13 158 0.617 -996 0.81 2-14 -5220.2817 4440.18 r 941-3 3-14 -306 0.1519 798 0.32-600 6.00 L L 414 -2232 19(19 -5770.42 416 1406 OMO 4530.14 r 6 0 5-6 5-16 -1241 QlW0 -2820.07 5-17 :51 " r -6 S=3-6 MAX DEFLECTION ((span) : 1.5-4 4.4 L/999 IN MEM 17-LB(LIVE) L= -0.13" D- -0.21' T= .34' -3 4A 1.5.4 10-3-15 4-4 4.6 x = ,0-5-13 OA -3 1.54 I S=3-6 3-8 S=3.6 3-0 �1 10-2-12 lips,gn�1 .9 L 45-8-12 1 • y 12 13 14 1516 17 18 19 20 21 C7 fn d. C045982 ;a M OVER 3 SUPPORTS Exp: 12/31106 `r�9 C1V11. Of(� CA0 . Tntswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 4I�9I2OO WARN/N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da WO: Drive_C_bstest_L00005_J00001 end done In aocerdenoe *" the crarer l a TPI end AFPA deegn etanda as. No re'°on'Innoy b aseun ed ro 6 ensional a�xa�. Dsgnr. me # LC = 16 WT: 332# TC Live 16.00 psf DurFacs L=1.25 P=1.15 w RU\'/1/a TSA �.J Y Y ,,,bee noted. Bracing exwwrh is for lateral support of oanP«ierns n,emlxes only to red" hx*1i g WVth. This mirtpanerd TC Dead 16.00 psf Rep Mbr Bnd 1.00 ® SYSTEMS 4445 Northpark Dr. -- not •e place, In aA1' wr 4tret w® ranee the molmea caderd or the wood to exceed tax sn&m cause connector pate oonoalon. Fatxleete, herdb, erotas and brace We tree in eaardan a wth 'JOINT DETAILS' by Truswal.'ANSI/TPI 1', WTCA 1' -Wood Thee Council BC Live 0.00 psf O.C.Spaeing 2- 0- 0 Colo Springs, CO 80907 of mak• Mandel Desgn Responsibilities. HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97' TrusPlus 6.0 Ver: T6.3.9 {MB -61) and MB -at SUMMARY SHEET by TPI. The Truce Rate Institute (TPI) Is located at D'Onohb Drive, Madison, 1141 nsln 53719. The Amxiran Forest and PaperAseadadan (AFPA) is located at 1111 19th Street NW, Ste Soo. Washinglon. DC 20038. TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 Job Name: bstest BRG X -LOC REACT SIZE REQ'D 1 0-2-12 320 5.50' 1.50" 2 10.2-12 2455 5.50" 2.24- 3 45-7-0 1381 3.50 1.50' BRIG HANGER NOTE 3 'THA213 Hangers are riot designed horizontal bads. for SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES TC FORCE AXL BND CSI 1-2 581 0.06 0.25 0.31 2-3 953 0.10 0.25 0.35 3.4 -560 MOD 0.22 0.22 4-5 -431 0.00 0.26 0.27 5.6 -1362 0.03 0.26 0.29 6.7 -1572 0.02 0.11 0.13 7-8 -1818 0.03 0.32 0.34 8-9 -2192 0.04 0.32 0.35 9-10 -2323 0.06 0.20 0.26 10-11 -2425 0.04 0.29 0.33 BC FORCE AXL BND CSI 12-13 -479 0.00 0.15 0.15 13-14 -482 0.00 0.16 0.16 14-15 -798 0.00 0.16 0.17 15-16 -798 0.00 0.13 0.13 16-17 1042 0.110.13 0.23 17-18 1042 0.110.17 0.28 18-19 1228 0.13 0.17 0.30 19-20 1228 0.13 0.27 0.40 20-21' 1717 0.18 0.27 0.45 21-22 2095 0.27 0.210.48 WEB FORCE CSI WEB FORCE CSI 2-13 164 0.GS18 6080.25 2-14 -515 0.1B18 -888 0.95 3-14 -209413X18 5140.21 3-16 1679 0.87!0 768 0.31 4-16 -920.11111,20 -5740.42 5-16 4750.15 5-17 180 0.0621 -2890.07 MAX DEFLECTION (span) : L/999 IN MEM 20-21(LIVE) 3 L= -0.09"D= -0.15" T= .23' S e 0-4-3 TC 2x4 DFL #I & Btr. BC 2x4 DFL #1 & Btr. WEB . 2x4 DFL STUD 2x4 DFL STANDARD 16.5, 5.18 IB -7, 7-20 WEDGE 2x4 DR. #1 & BIT. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Mark an Interior bearing locations. Drairk must be provided to amid ponding PLATING BASED ON GREEN LUMBER VALUES. Truss ID: A6 ® SSeeee standard required (aftX0100 70ch 0001-00011n Plating spec • ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSrTE RESULT OF MULTIPLE LOAD CASES. BEARING REQUIREMENTS shown are based ONLY on the truss material at each bearing. Loaded for 10 PSF non-concurtent BCU - Install Interior support(s) before erection. Continuous lateral bracing attached to flat TC as Indicated. Lumber must be structural grade. Brace td 24" o.c. unless noted. Qty: 1 This design based on lord bracing applied per the following schedule: max o.c. from to TC 24.00" 15.10-15 25-5-0 UPLIFT RE AC ION(S) Support 1 -73 lb This truss Is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Une = No , = Bldg Length = 90.00 It, Bldg ItcCha = 45.75 RB Mean roof height = 14.74 It, mph = 80 UBC Standard Occupancy, Dead Load = 26.0 psf 15-10-15 17-8-12 1 2 3 5 6� 7 ,. 8 9 10 111 6.0 - 6.00 6.00 9:94 45 8-12 l 12 13 14 15 16 17 18 19 20 21 22 OVER 3 SUPPORTS Tnuswal Systems Plates ale 20 ga. unless shown by'18"(18 ga.), "H'(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to amid overlap with structural plates (or staple). WARN/N Read all notes on this sheet and give a copy of it to the Erecting Contractor. A and done in enowdIM Mmve sroe We asrb nld om TPI and AFPA design dwWerds. No responsibility assumed for dmensbnel accuacy. W/ ■ R S . yds oawWae O.W. Brerip shownIs fo lateral eigporl of components members only to reduce WlcMg length. TNs componerm ® SYSTEMS aha° not be placed in any enNone ent Mab will souse the nglsh're Content of the wood to exomd 19% anNor terse connector plate Corroabn. 4445 Northpark Dr. Fables . f 1e1�°• khatas and is INa mss Mfr accorderxe with 'JOINT DETAILS' by Tnawaa,'ANSInPI I% VVTCA 1'.Wood Truss Council Colo Springs, CO 80907 of AnheAce Sto KIM Design Responsibilities, 1WNDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' -(M&91) end 188-91 SUMMARY SHEET by TPI. The Tnase Plate Instilue (TPI) Is located at D'Onohb Drive, Madison, Wisoomin 53719. TruSPlus 6.0 Ver: T6.3.9 The American Forest and Paper Anodation (AFPA) is boated at 1111 19th Street. NW, Ste 810. WashIngton, DC 20038. 10- -15 3 PR FESSlO,�, q a � rr Z I� d45982 7 m Exp: 12131!06 _ CIV1i �Q 4� OF CAL�F� 4/29/2003 Cust: da WO: Drive _C_ bstest_L00005_J00001 Dsgnr: me #LC = 16 • WT: 3529 TC Live 16.00 psf DurFacs L=1.25 P=1.15 TC Dead 16.00 psf Rep Mbr Bnd 1.15 BC Live 0.00 psf O.C.Spacing 2- 0- 0 BC Dead 10.00 psf Design Spec UBC -97' TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 Job Name: bstest BRG X -LOC REACT SIZE REQ'D 1 0.2-12 2092 5.50" 2.23" 2 45- 7- 0 1917 3.50" 2.04" BRG WINGER NOTE 2 *HGUS28 Hangers are not designed for fartrnntal bads. SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES TC FORCE AXL BIND CSI 1-2 -3637 0.10 0.37 0.47 2-3 -3444 0.15 0.24 0.39 3.4 -3338 0.08 0.26 0.34 4.5 -2839 0.06 0.26 0.32 5-6 -2505 0.10 0.29 0.40 6.7 -2505 0.10 0.29 0.40 7-8 -2827 0.06 0.29 0.35 8-9 -3254 0.16 0.26 0.43 9-10 -3353 0.17 0.32 0.48 10.11 -3524 0.10 0.45 0.55 BC FORCE AXIL BND CSI 12-13 3171 0.40 0.25 0.65 13-14 2758 0.29 0.18 0.48 14-15 2758 0.29 0.29 0.59 15-16 2336 0.25 0.29 0.54 16.17 2326 0.25 0.31 0.56 17.18 2730 0.29 0.31 0.60 18-19 2730 0.29 0.21 0.50 19-20, 3067 0.39 0.36 0.75 WEB FORCE CSI WEB FORCE CSI 2-13 -309 0.0916 327 0.13 4-13 467 0.1417 6500.26 4-15 -574 0.8717 -544 0.48 5-15 665 O.ZP19 3760.12 5-16 310 0JO19 -256 0.07 6-16 -3940.21 MAX DEFLECTION span): 18.1§ (LIVE) L= -0.17' D= -0.28" T= -0.45" 9-'-10 JL X 0-4-3 TC 20 DFL #I& III BC 2x4 DFL #1 & Bir. WEB 2x4 DFL STUD #LC = 14 WT: 328# 2x4 DFL STANDARD 15-5, 5-16 16.00 psf 16-6,16-7 DurFacs L=1.25 P=1.15 7-17 WEDGE 2x6 DFL #2 PLT BLK 2x4 DFL #I & Btr. Drainage PLATING must be provided to avoid paling. BASED ON GREEN LUMBER VALUES. Truss ID: A7 Web bracing required at each location shown. ® See standard details (7X01087001-001). Plattrg spat ' ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. BEARINGGI�Ea 5 ach bearare baud ONLY an the PLATE VALUES PER ICBO RESEARCH REPORT # 1607. Loaded for 10 PSF non -concurrent BCLL. Continuous lateral bracing attached to Rat TC as Indicated. Lumber must be structural grade. Brace @ 24" o.c. unless noted. uty: This design based on chord bracing applied per the following schedule: max O.C. from to TC 24.00" 17-10-15 28.0-0 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Trus Location = End Zone Hunricane/Ocean Une = No, V Category = B Bldg Length = 90.00 ft, Bldg VWYidth = 45.75 R Mean roof height = 14.71 It, mph = 80 UBC Standard Occupancy, Dead Load = 26.0 psf 17-10-15 17-7-11 ' 1 2 3 4 15 6 17 8 9 10 111 6r 00 i 10-" i 6.0� 4-4 S=3-6 8-8 9:94 45-8-12 12 13 14 15 16 17 18 19 201 TYPICAL PLATE: 5-5 Tniswal Systems Plates are 20 ga. unless shown by "18'(18 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. ./`lam_ �/A end done h accordance with Me current version s d TPI and AFPA design standards. No responsibility b assumed for dlmensionel accuracy. TRV I , / ■ . unleiss dMrWse noted. Bracing shown Is for lateral support ofcompont members only to reduce buckling length. Ths canponenl ® SYSTEMS sw not be P Paced In airy enMnorvnent Pot wed cease mohMe the corder/ d the wood to exceed 19% anNor rause connector Pate corrosion. 4445 Northpark Dr. Fie- handle, install arM brace this truss M accordance with 'JOINT DETAILS' by Tnmval,'ANSVTPI 1', WTCA 1' -Wood Truss Council Colo Springs, CO 80907 dArn rira Standard Design Responsibilities. 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' {HIB -91) and HIS -91 SUMMARY SHEET by TPI. The TMs Plate Institute (TPI) Is located at D'OnoMo Drive, Madison. Wisconsin 53719. TruSPIUs 6.0 Ver: T6.3.9 The Anerken Forest end Paper Asseciedon (AFPA) Is lo®ted et 1111 19th Sheat. NW. Ste 800. Washington, DC 20038. 1 T 10 -6 R ES FS/ e °ko . 9 c y d 0045982 a m Exp: 12131106 CPJ CIVIL �Q q� OF CA�1F�� 4/29/2003 Cust: da WO: Drive C_bstest_L00005_300001 Dsgnr: me #LC = 14 WT: 328# TC Live 16.00 psf DurFacs L=1.25 P=1.15 TC Dead 16.00 psf Rep Mbr Bnd 1.15 BC Live 0.00 psf O.C.Spacing 2- 0- 0 BC Dead 10.00 psf Design Spec UBC -97 TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 Job Name: bstest Truswal Systems Plates are 20 ga. unless shown by •18'(18 ga.), "H"(16 ga.), or "MX'(IWMX 20 ga.), positioned per Joint Details Report. Carded plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). Truss ID: A8 Qty: 2 BAG X -UDC REACT SIZE REQ'D 1 0. 2-12 2092 5.50" 2.23' TC BC 20 DR #I B BIT ' 2x4 DR #1 8 Btr. Web bracing required at each location shown. ® See standard details (TX01087001.001). This design based on chord bracing applied following 2 45-7-0 1917 3.50' 2.04' WEB 2x4 DR STUD Plating Spec: ANSWI - 1995 per the schedule: from BRIG HANGER NOTE 2 •8 2x4 DR STANDARD 15-5, 5.16 THIS DESIGN IS THE COMPOSITE RESULT OF max o.c. to TC 24.00' 17 -10 -IS 28-G-0 i Hangersers areare not designed far 16-6, 16-7 7-17 MULTIPLE LOAD CASES. This teas Is designed using the SEEhortSI P �' SEE CATALOG WEDGE 2x6 DR #2 BEARING REQUIREMENTS shown are based ONLY on the truss material at each bear' UBC -97 Code. BI Enclosed = Yes d9 ADDMN FOR ADD1T[ONAL INSTALLATION NOTES PLT BLK Drainage RATING 2x4 DR #1 & Btr. must be provided to avoid ponding. BASED ON GREEN LUMBER VALUES. PLATE VALUES PER /CBO RESEARTruss Loaded for 10 PSF non -concurrent BCLL.PORT # 1607. Continuous lateral bracing to Rat Location Hunicane/Ocean U = No , E Category = B TC FORCE AXL BND CSI 1-2 -3645 0.10 0.39 0.49 0.00 psf O.C.spacing 2- 0- 0 attar ed TC as Indicated. Lumber must be structural Bldg Length = 90.00 R, Bldg th = 45.75 R Mean roof height = 14.71 k mph - 80 2-3 -3534 0.15 0.24 0.39 10.00 psf Design Spec UBC -97 grade. Brace @ 24" o.c. unless noted. UBC Standard O,xupancy, Dead Load = 26.0 psf 34 -3428 0.09 0.26 0.34 The American Forest mid paper Association (AFPA) Is lasted at 1111 19th Street. NW. Ste 890• Washington, DC 20076. 4-5 -2890 0.06 0.26 0.32 42.00 psf DEF.Ratio: 1_/360 TO L/360 5.6 -2507 0.10 0.30 0.40 6.7 -2507 0.10 0.30 0.40 7-8 -2876 0.06 0.28 0.35 8-9 -3324 0.17 0.26 0.42 9-10 -3422 0.17 0.310.48 10.11 -3526 0.10 0.45 0.55 BC FORCE AXL BND CSI 12-13 3176 0.40 0.23 0.64 13-14 2761 0.29 0.22 0.52 14.15 2761 0.29 0.35 0.64 15.16 2333 0.25 0.35 0.60 16.17 2324 0.25 0.36 0.61 17-18 2734 0.29 0.36 0.65 18-19 2734 0.29 0.25 0.54 19.20 3068 0.39 0.36 0.75 WEB FORCE CSI WEB FORCE tS1 2-13 -308 0.0816 334 0.14 4-13 529 0.11117 6730.27 4.15 -554 0.4617 -525 0.44 5-15 6910.2819.4210.13 5-16 317 010-19 458 0.06 6-16 -3950.21. MAX DEFLECTION (span) : V99 -:A MEM 18 -Ir (L': L= -0.18" 0= -0.29' T= :6.46- 9-2-10 x 0-4-3 17-10-15 17-7-11 2 3 4 5 6 7 8 9 10 11' - 66 00 1 10-0-0 -i 6.00 3-4 S=3-6 V l 8-8 45-8-1 12 13 1415 16 1718 19 20-' TYPICAL PLATE: 5-5 10-3-6 ' - • gu d. C045982 ;a Exp: 12131106 C I V I a�P Truswal Systems Plates are 20 ga. unless shown by •18'(18 ga.), "H"(16 ga.), or "MX'(IWMX 20 ga.), positioned per Joint Details Report. Carded plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 4/29/2003 ARN/N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da WO: Drive-C-bstest_L00005-300001 and aerate Ineooade, ce With the current versions or TPI mid AFPA design star dads. No responstbildys assume Id formens allonm a iM. ('1 A /�WH Dsgnr: me #LC = 14 WT: 328# R/ / J TC Live 16.00 psf DurFaCS L=1.25 P=1.15 V Y%ftechad. vete of envise noted. Bracing shown Is for lateral soon of oanPm,erte members only to reduce buckling length. TMs romPm,e,d TC Dead 16.00 psf Rep Mbr Bnd 1.15 ® SYSTEMS 4445 Northpark Dr. shed no Dew In am enrlmrvrent Omit will,ayss the Moisture content of the wood to exceed 19% andfor cause connector pate corrosion. Fabrics a, handle. Install end tx Na buss In accordance with 'JOINT DETAILS' by Truswal.'ANSIrrPI 1', WTCA 1' -Wood Truss Council BC Live 0.00 psf O.C.spacing 2- 0- 0 Colo Springs, CO 80907 Of America, Standard Design Respcnsibttlee, NANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 TrusPlus 6.0 VET: T6.3.9 0I113-91) and NIB -91 SUMMARY SHEET by TPI. The Truss Plate Insttute (TPI) Is located at D'Onohio Drive. Madison, Wisconsin 53719. The American Forest mid paper Association (AFPA) Is lasted at 1111 19th Street. NW. Ste 890• Washington, DC 20076. TOTAL 42.00 psf DEF.Ratio: 1_/360 TO L/360 Job Name: bstest BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 2093 5.50" 2.23" 2 45- 7-12 1917 2.0(" 2.00" BRG REINFORCEMENT: BRG TYPE FACES NAILS LENGTH 2 BBR 1 7 12" TC FORCE AXL BND CSI 1-2 -3646 0.10 0.39 0.49 2-3 -3535 0.15 0.24 0.39 3.4 -3429 0.09 0.26 0.34 4-5 -2891 0.06 0.26 0.32 5.6 -2508 0.10 0.30 0.40 6.7 -2508 0.10 0.30 0.40 7-8 -2877 0.06 0.28 0.34 8-9 -3338 0.16 0.24 0.40 9.10 -3436 0.16 0.29 0.45 10-11 -3553 0.110.610.72 BC FORCE AXIL BND CSI 12-13 3177 0.40 0.23 0.64 13-14 2762 0.29 0.22 0.52 14.15 2762 0.29 0.35 0.64 15.16 2334 0.25 0.35 0.60 16-17 2325 0.25 0.36 0.61 17-18 2736 0.29 0.36 0.65 16-19 2736 0.29 0.25 0.53 19.20 3081 0.39 0.44 0.84 WEB FORCE CSI WEB FORCE CSI 2-13 -308 0.0816 334 0.14 4.13 529 O.ib17 6730.27 4-15 -5540.4617 -5270.44 5.15 6910.2819 4350.13 5.16 317 01619 -2660.07 6-16 -3950.21 MAX DEFLECTION span) : L/999 IN MEM 18-1 (LIVE) L= -0.17" D= -0.27" T= -0.44" 9 10 x 0.4-3 r TC 2x4 DFL #I & Btr. BC 2x4 DFL #I & Btr. WEB 2x4 DFL STUD 2x4 DFL STANDARD 15-5,5-16 16-6,16-7 7-17 SCAB 2x4 DFL #1 & Btr. PLT BLK 2x6 DFL #2 20 DFL #I & Btr. 22 Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace @ 24" o.c. unless noted. Truss ID: A8A Web braci® See standaarrd ddetairequirls (7X01087001.-001each location ) . Plating spec : ANSI/TP1 - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. on the BEARING REQUIREMENTS a ranreg based ONLY PLATE VALUES PER ICBG RESEARCJi REPORT #1607. Loaded for 10 PSF non-concument BCLL Drainage must be provided to avoid ponding PLATING BASED ON GREEN LUMBER VALUES. Brg. Block Reinforcing (cross -hatched area) attached to required faces) of the truss at the noted support(s). Attach each block with 10d common nails evenly spaced and stagger throughout. 17-10-15 17-7-11 ` 1 2 3 4 15 6 7 8 9 10 11 r600 10-0 0 I6.0- 1 Qty: 1 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 17.10-15 28. G- 0 This truss Is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No, Fxp Category = 8 Bldg Length = 90.00 It, Bldg Width = 45.75 R Mean roof height = 14.71 ft, mph = 80 UBC Standard Occupancy, Dead Load = 26.0 psf a-4 J-4 3A S=3-0 8-8 t 45.8-12 12 13 1415 16 1718 19 201 TYPICAL PLATE: 5-5 10-3-6 1-6 0-5-13 R F SSI ph, q Ss9Fyc y e.. C045982 ;uM Exp: 12/31106 o CiV1%. QF CAL%* - 4/29/2003 Cust: da Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H'(16 ga.), or "MX"(fWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). Dsgnr: me WARN/N Read all notes on this sheet and give a copy of it to the Erecting Contractor. #LC = 14 WT: 328# TC Live 16.00 psf end done h eror edanc�e With the current versions d standards. end AFPA design ateards. No responsibility Is assumed for dimensional eae. RUS WA ® SYSTEMS . unless Wwwlee noted. Bracing d wn Is for lateral support of components members only to reduce buckling length. THs eomponerd ani not be deme In any environment too vA cause the moisture contend of the rood to exceed 19% and/or muse connector plate corrosion. 4445 Northpark Dr. Fabricate, handle, Irotea and brace Oa buss In accordance with 'JOINT DETAILS' by Tnnwal,'ANSIRPI 1', WTCA 1' -Wood Truss Council Colo Springs, CO 80907 of America Standard Design Responaldrdha, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' TrusPius 6.0 Ver: T6.3.9 018-9 1) and "B-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onohio Ddve, Madison, Wisconsin 53719. O.C.Spacing 2- 0- 0 The Amerlmn Forest and Paper Amodaticn (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20038. 10-3-6 1-6 0-5-13 R F SSI ph, q Ss9Fyc y e.. C045982 ;uM Exp: 12/31106 o CiV1%. QF CAL%* - 4/29/2003 Cust: da WO: Drive_C bstest_1-00005 ]00001 Dsgnr: me #LC = 14 WT: 328# TC Live 16.00 psf DurFacs L=1.25 P=1.15 TC Dead 16.00 psf Rep Mbr Bnd 1.15 BC Live 0.00 psf O.C.Spacing 2- 0- 0 BC Dead 10.00 psf Design Spec UBC -97 TOTAL 42.00 psf DEF. Ratio: L/360 TC: 1-/360 Job Name: bstest BRIG X -LOC REACT SIZE REQ'D 1 0- 2-12 2093 5.50" 2.23' 2 45- 7-12 1917 2.00" 2.0(r TC FORCE AXL BND CSI 1-2 -3638 0.10 0.37 0.47 2-3 -3445 0.15 0.24 0.39 34 -3339 0.08 0.26 0.34 4-5 -2840 0.06 0.26 0.32 5-6 -2506 0.10 0.29 0.40 6.7 -2506 0.10 0.29 0.40 7-8 -2828 0.06 0.28 0.34 8-9 -3264 0.16 0.25 0.41 9-10 -3363 0.16 0.30 0.46 10.11 -3550 0.110.610.72 BC FORCE AXL BND CSI 12-13 3172 0.40 0.25 0.65 13-14 2759 0.29 0.18 0.48 14-15 2759 0.29 0.29 0.59 15.16 2336 0.25 0.29 0.54 16-17 2327 0.25 0.310.56 17-18 2732 0.29 0.310.60 18.19 2732 0.29 0.21 0.50 19-20 3079 0.39 0.45 0.84 WEB FORCE CSI WEB FORCE CSI 2-13 -309 0.0916 3270.13 4-13 467 0.1417 6500.26 4.15 -574 0.8117 -5450.49 5-15 665 0.819 387 0.12 5-16 310 0311.19 -2650.08 6-16 -3940.21 [ON lrn) 0.26" T= .43' 9-2-10 x 0-4-3 TC 2x4 DFL #I & BIT. BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STUD 20 DFL STANDARD 15-5,5-16 16-6,16-7 7-17 SCAB 2x4 DFL #1 & BIT. PLT BLK 2x6 DFL #2 2x4 DFL #1 & BIT. 22 Continuous lateral bradrlg attached to flat TC as Indicated. Lumber must be structural grade. Brace @ 24" o.c. unless rated. Truss ID: A9 Web bracing required at each location shown. ® See standarddetails (fX01087001.001). Plating spec :ANSI I - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. BEARINGIREEMaIEaNTS 5 ea rare based ONLY PLATE VALUES PER ICBO RESEARCIi REPORT # 1607. Loaded for 10 PSF non -concurrent BCU - Drainage must be provided to avoid ponding PLATING BASED ON GREEN LUMBER VALUES. Brig. Block Reinforcing (cross -hatched area) attached to required (aces) of the tuns at the noted support(s). Attach each block with IOd common nails evenly spaced and staggered throughout This design based on chord bracing applied per the folknving schedule: max o.c. from to TC 24.00" 17-10-15 28- 0- 0 This bu55 Is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hunfcane/Ocean Une = No,Category Category = B Bldg Length = 90.00 ft, Width = 45.75 R Mean roof height = 14.71 It, mph = 80 UBC Standard Occupancy, Dead Load = 26.0 psf 17-10-15 17-7-11 r 1 2 3 4 15 6 7 8 9 10 111 600 r 10-" 1 -6.0_ 1 _ 4-4 S=3-6 8-8 9AL41 45-8-12 r 12 13 14 15 16 17 18 19 201 TYPICAL PLATE: 5-5 10-3-6 1.6 3: 0-5-13 LC045982 Exp: 12131/06 CIVIL Tnuswal S terns Plates are 20 a. unless shown b 18" 18 a. , "H" 18 a. , or "MX" Ys 9 Y" ( 9 ) ( g ) (TWMX20gid overlap per Joint Details Report. 4/29/2003 Girded plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da Mid done In accordance with the Durand versions of TPI and AFPA design standards. No responsibility Is dl assumed for mernslanaWO: Drive_C_bstest_L00005_300001l accuracy. Dsgnr: me # LC = 14 WT: 328# RS WA TC Live 16.00 psf DurFacs L=1.25 P=1.15 unless offmwiss naked. Bracing drown is for lateral support or components members only to reduce buc4nng length. THs component TC Dead 16.00 psf Rep Mbr Bnd 1.15 ®SYSTEMS "not be placed inaril' erntrormerd Mol wis rause the moisture content of the wood to exceed 19% and/or rause connector plate cerosicn. BC Live 0:00 psf O.C.Spacing 2- 0 0 4445 Northpark Dr. Fabricate' handle' betas and braos tide tuns In Bdzrda xx wtth 'JOINT DETAILS by TNswal,'ANSIRPI v. WTCA 1'.Wood Trois Council Colo Springs, CO 80907 of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 {NIB -91) and HIB -91 SUMMARY SHEET by TPI. The Tuns Plate Institute (TPI) is located at D'Onohlo Drive. Mattison. Wisconsin 53719. TrusPlus 6.0 Ver: T6.3.9 The American Forest and Pepe Association (AFPA) is located at 1111 19th Street. NW. Ste 800. Washington. DC 20036. TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 Job Name: bstest Truss ID: A10 Qty: 1 BRG X -LOC REACT SIZE REQ•D 1 0.2-12 397 5.50" 1.50" TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. Web bracing required at each location shown. ® See standard details (fX01087001-001). This design based on chord bracing applied following 2 10.1-12 2295 5.50' 2.07' 3 45- 7-12 1918 2.00" 1.51' WEB 2x4 DFL STUD _ 2x4 DFL STANDARD 16-5,5-17 - Plating spec :ANSI I - 1995 per the schedule: max o.c. from to TC FORCE AXL BND CSI 17-6,17-7 7-I8 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. BEARING REQUIREMENTS shown are based ONLY TC 24.00" 17 -ID -15 28- G- 0 UPLIFT REACTION(S) Support 1 -26 Ib 1-2 367 0.03 0.34 0.38 2-3 676 0.07 0.34 0.42 PLT BLK 2x4 DFL #1 & Btr. Loaded far 10 PSF norrconcurrent BOLL. on the truss material at each beanrg N This trtns is designed using the 3 4 738 0.09 0.27 0.36 45 -831 0.010.27 0.27 Install Interior support(s) before erection. PLATE VALUES PER ICBG RESER REPORT # 1607. Mark all interior beating locations. UBC -97 Code. Bid Endosac =Yes 5{ -1214 0.02 0.29 0.31 Continuous lateral brad attached to flat TC as Indicated. Lumhber must be structural Drainage must be provided to avoid ponding PLATING BASED Truss Location =End Zone 7-8 -1214 0.02 0.29 0.31 7-8 -1663 0.02 0.26 0.28 grade, grace @ 24" o.c. unless noted. ON GREEN LUMBER VALUES. Hurricane/Ocean Une = No , Category = B Bldg Lerhgth = 90.00 ft, Bldg Idth = 95.75 ft 8-9 -2101 0.03 0.26 0.29 Mean tool height = 14.71 ft, mph = 80 9.10 -2198 0.06 0.210.27 UBC Standard Occupancy, Dead Load = 26.0 psf 10-11 -2519 0.05 0.42 0.47 BC FORCE AXL BND CSI 12-13 -283 0.00 0.17 0.17 13-14 -321 0.00 0.19 0.19 14-15 -50 0.00 0.19 0.19 15-16 -50 0.00 0.210.22 16-17 732 0.08 0.210.29 17-18 1363 0.14 0.210.35 18-19 1779 0.19 0.21 0.39 19.20 1779 0.19 0.19 0.38 20-21 2162 0.22 0.19 0.41 21-22 2169 0.28 0.31 0.59 I 17-10-15 I 17-7-11 1 2 3 4 5 6 7 8 9 10 11 r00 1 10-0-0 1 �.0� rm LxrL.m I LuN span) : VM IN MEM 19.2 (LIVE) 5& 1.5-4 !i-6 L= -0.08" D=-0.13" T= .20" 4-6 4-4 S=3 6 S=3-6 9-2-110 44 4-4 10 -6 _ 44 4.6 0-4-3 1.54 4 3-8 3-4 34 1.5-4 0-5-13 4-4 S=3-6 P� FESS/p� I� 110-1-12 45-8-12 . C 12 13 14 15 16 17 18 19 20 21 221 to � m CP C045982 a m OVER 3 SUPPORTS Exp: 12131106 CIVIL OF CAL1F� . Truawal Systems Plates are 20 ga. unless shown by "18"(18 ga.),'H"(18 go.). or'MX"(TWMX 20 go.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 4/29/2003 WARN/N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da end done In a000nemhm with the versions mt verem TPI and AFPA design standard,. No responsibility Is assumed for dimensional accuracy. Drive_C_bstest_L00005 ]00001. Dsgnr. me #1-C = 16 WT: 339# R US WA L TC Live 16.00 psf DurFacs L=1.25 P=1.15 unless oarermse noted. ILedng shown N for lateral support of components members only to reduce twoung length. This component TC Dead 16.00 psf Rep Mbr Bnd 1.15 ® SYSTEMS Shall not be phased in any emko mend that will ®use the mdature intent of the wood to exmed lose orwor muss connedor plate oomosi- BC Live 0.00 psf O.C.Spadng 2- 0- 0 4445 Northpark Dr: FebriMe, hmhdle. Install and dece Ills trans In eaadanm with 'JOINT DETAILS' by Tnawal, 'ANSVTPI 1', WTCA 1' -Wood Trams Council Colo Springs, CO 80907 or America Standard Design Respoftbifitea, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES BC Dead 10.00 psf Design Spec UBC -97 TruSP)US 6.0 Ver: T6.3.9 The &91) F I 91SUMMARY SKEET by TPI. The Truss Plate Institute (TPI) b betted at D'Onofrb Ddve, Madison. Wl [n 53719. apm Amodation (AFPA) is located 911111 19th Street, NW, Ste 809. WasMngton, DC 20038. TOTAL 42.00 psf DEF.Ratlo: L/360 TC: L/360 Job Name: bstest Truss ID: A11 Qty: 1 BRIG X -LOC REACT SIZE REQ'D 1 0. 2-12 348 5.50" 1.50" TC 2x4 DFL #1 & B&. BC 20 DFL #1 & 8tr. Web bracing required at each location shown. This design based on chord bracing applied 2 10 2-12 2394 5.50" 2.18" 3 45 7- 0 1394 3.50" 1.50" WEB 2x4 DFL STUD ® See standard details (7X01087001-001). Plating spec ' ANSI/TPI - 1995 per the following schedule: max o.c. from to N� 2x4 DFL STANDARD 16-6,6-18 THIS DESIGN IS THE COMPOSITE RESULT OF TC 24.00" 15-10-15 30-0-0 BRG� TER Hangers3*TH are not designed far WEDGE 2x4 DFL #1 & Btr. PLATE VALUES PER ICBO RESEARCH REPORT # 1607. MULTIPLE LOAD CASES. BEARING REQUIREMENTS shown are based ONLY UPLIFT REACTION(S) Support 1 -631b hordontal bads. SEE CATALOG Loaded for 10 PSF non -concurrent BCI I Instill interior support(s) before erection. on the tress material at each bearing. Mark all Interior bears locations. n9 This tress is designed using the UBC -97 Code. ADDMN FOR ADDIRONAL INSTALLATION NOTES lateral bracing attached to flat C C as Indicated. TC as Indicated. Lumber must be structural Drainage must be provided [o avoid ponding. PLATT G BASED ON GREEN LUMBER VALUES. Bldg Enclosed = Yes TC FORCE AXL BND CSI grade. Brace (d 24" o.c. unless rioted. Tress Location = End Zone Hurricane/Ocean Line = No , ECategory = 8 Bldg ft, Width 1-2 495 0.05 0.30 0.35 2-3 848 0.09 0.30 0.39 Length = 90.00 Bldg = 45.75 R 21 Mean roof height = 14.2 3.4 874 0.11 0.17 0.28 UBC Standard ea Dead Load Load =8 26.0 psf 4-5 -758 0.00 0.20 0.20 5.6 -618 0.01 0.59 0.60 6.7 -1470 0.03 0.59 0.63 7-8 -1644 0.02 0.20 0.22 8.9 -2038 0.03 0.18 0.21 9.10 -2152 0.05 0.20 0.25 10-11 -2453 0.05 0.27 0.32 BC FORCE AXL BND CSI 12-13 -399 0.00 0.15 0.15 13-14-416 -416 0.00 0.19 0.19 14.15 -173 0.00 0.19 0.19 15-16 -473 0.00 0.210.21 16-17 1324 0.14 0.21 0.35 17-18 1324 0.14 0.21 0.35 18-19 1824 0.19 0.21 0.40 19-20 1824 0.19 0.18 0.38 20-21 2123 0.22 0.18 0.40 21-22 2126 0.27 0.24 0.51 15-10-15 15-7-11 . WEB FORCE CSI WEE FORCE CSI ` 1 2 3 4 15 � 6 B 9 10 11_q 2-13 160 0.4618 2350.10 2-14 -S25 0.2818 413 0.13 r,00 T 14-0-0 -2009 OBAB -5680.63 -6004.14 4-16 1503 0AIR0 3560.11 5.16 70 0.06-20 -3120.17 5 3-8 5$ 6.17 1252 0.08 1 640.02 4-6 S=3-633 3-6 MAX DEFLECTION (span) : S=3-6 -0. 19-20 Ir (LIVE L= -0.08 MEM Ar 8-*.*. •10 3.6 3-6 g_ 4-4 4-6 x 0"4-3 1.54 1.5-4 3-8 34 1.5-4 ,0-5-13 JL R S WAS ® SYSTEMS 4445 Northpark Dr, Colo Springs, CO 80907 TfusPlus 6.0 Ver: T6.3.9 9:94 45-8-12 1 12 13 14 15 16 17 18 19 20 21 221 OVER 3 SUPPORTS Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 ga.), or'MX"(TWMX 20 ga.), positioned per Joint Details Report. Clyded plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). Read all notes on this sheet and give a copy of it to the Erecting Contractor. and done In e000rdi nos 01111 the arreN versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. ettaaed. ursess otherwise noted. Breclrq shown Is for Iatenif support of mWorrerds membere only to reduce bindding length. TNS componem shell not be pieced In any erwUeranent that wi11 carve the mafetune Contend of rhe wood to exceed 1996 and/or rause oonnedor pinta oonosbn. Febrkste• handb, Install end brace No buys in eocordarge with 'JOINT DETAILS' by Tnnwal,'ANSVTPI 1'. WTCA V -Wood Tens Council Of Merits Standard Design Responsibilities. 'W WDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' -(HIB -91) end W13-911 SUMMARY SHEET by TPI. The Tens Rete tnstaute (TPI) Is loaned at D'Onoldo Drive. Madison. Wisconsin 53719. The Mrerken Forest and Paper Assoda9on (AFPA) Is boated at 1111 I M Sheet, NW, Ste 800, Washington. DC 20036. I- 0045982 Exp: 12M/06 CIVIL 4/29/2003 Cust: da WO: Drive_C_bstest_L00005_J00001 Dsgnr. me #LC = 16 WT: 330# TC Live 16.00 psf DurFacs L=1.25 P=1.15 TC Dead 16.00 psf Rep Mbr Bnd 1.15 BC Live 0.00 psf O.C.Spacing 2- 0- 0 BC Dead 10.00 psf Design Spec UBC -97 TOTAL 42.00 psf DEF.Ratio: L/360 TO L1360 Job Name: bstest Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Cirded plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). Truss ID: A14 Qty: 1 BRG X -LOC REACT SIZE REgD 1 0-2-12 281 5.50" 1.50" TC 2x4 DFL #I & Btr. BC 2x4 DFL #1 & Bb•. Web bracing required at each location shown. ® See standard detaik (7X01087001-001). This design based on chord bracing applied 2 10-2-12 2528 5.5(" 2.32" 3 45- 7- 0 1366 3.50" 1.50" WEB 2x4 DFL STUD 2x4 DFL STANDARD 8-19 Plati spec : ANSI I - 1995 per the following schedule: max O.C. from to BRG HANGER NOTE 3 'THA213 WEDGE 2x4 DFL #1 & Btr. THIS1S THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. TC 24.00" 13-10-15 29-11-0 UPLIFT REACTION(S) Hangers are not designed for PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF rhos aorxurrent 8CLL BEARING REQUIREMENTS shown are based ONLY Su PPS t -114 horlfantal bads. SEE SIMPSON CATALOG Install interior support(s) on the trumaterial at each beam bearing. Marklocations. This truss is designed using the d UBC -97 Code. FOR ADDITIONAL INSTALLATION NATES Continuous lateral attached t TC as Indicated. Lumber must be sbtxtural beprovided to d rrgg PLATING BASED tion TC FORCE AXL BND CSI 1-2 692 0.07 0.25 0.33 grade. Brace @ 24" o.c. unless noted. OGREEN LUMBER�UES. Truss LocaBldg = End Zone Hurriane/Ocean Line = No , Exp Ca BldgL te9ory B t, 45.75 R 2-3 1071 0.12 0.25 0.37 ® SYSTEMS 4445 Northpark Dr. a1 ee not be PW08d in 811' emfran-ont that will cavae the mdature comem of the wood to exceed 19% anNa cause connector plate corrosion. Fabica a. ranee. kntao aro brace this buss In accordance with 'JOINT DETAILS' by Tnnwal,'ANSI/TPI r, WTCA r -Wood Truss council Men roof height = 3 92i ft, phi= 3-4 1030 0.12 0.19 0.31 O.C.Spacing 2- 0- 0 Colo Springs, CO 80907 UBC Standard Occupancy, Dead Load = 26.0 psf 4-5 -626 0.010.37 0.37 10.00 psf Design Spec UBC -97 TTu5PIu5 6.0 Ver: 76.3.9 5-6 -1374 0.03 0.37 0.40 6-7 -1623 0.04 0.26 0.30 American aper Association (AFPA) Is located at t 1 t 1 19th street. NW. Ste goo. Washington. DC 20039. TOTAL 42.00 psf 7-8 -1787 0.02 0.21 0.24 8-9 -2067 0.08 0.37 0.45 9-10 -2375 0.04 0.39 0.43 BC FORCE AXL OND CSI 11-12 -577 0.00 0.16 0.16 12-13 -S81 0.00 0.210.21 13.14 S7 0.00 0.210.21 14-15 57 0.00 0.210.21 15.16 1102 0.110.210.32 16-17 1583 0.17 0.21 0.38 17-18 1471 0.15 0.18 0.34 16-19 1471 0.15 0.16 0.32 19-20 2022 0.21 0.16 0.37 20.21 2045' 0.26 0.18 0.44 WEB FORCE CS1 WEB FORCE CSI r 73-10-15 I 1f4-�3 14-5-12 2-12 157 0.1816 4% 0.50 1 2 3 4 5 6 7 8 9 10 2-13 -5180.1817 129 0.04 3-13 -3113 0. F417 -7840.64 4-13 -2055 09217 8410.26 6.00 p 15-10-3 0000� 4-15 1292 0.8(19 5570.23 5-6 5-15 -1122 0349 -4460.19 5-16 642 0.3920 950.03 6 3 4 34 5$ MAX DEFLECTION (span) : 1.5.4 V999 IN MEM 16-17 (LIVE) L= -0.08" D= •0.14" T= -0.22" 7 11 4-48 4-4 7 x 4� 4.6 = 0-4-3 1.5-4 4-j S=3-6 3-4 3-8 3.4 1.5-4 J0 -5-13 JL 45$-12 11 12 13 14 15 16 17 18 19 20 21 OVER 3 SUPPORTS Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Cirded plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). AA O w Ly s 4/29/2003 WAR N/N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da WO: Drive_C_bstest_L00005_300001 end done b somdance with the arrers versions of TPI and AFPA design standards. No responsibildy Is assumed for dimensional accuracy. Osgnr. me # LC = 16 WT: 335# R I _[`/1��-'� //Aw1��/ A/1 RV J Y H TC Live 16.00 psf DurFacs L=1.25 P=1.15 Y udses otnerMse noted. Bracing etwwn Is for lateral support of compenems members only to reduce budding length. This component TC Dead 16.00 psf Rep Mbr Bnd 1.15 ® SYSTEMS 4445 Northpark Dr. a1 ee not be PW08d in 811' emfran-ont that will cavae the mdature comem of the wood to exceed 19% anNa cause connector plate corrosion. Fabica a. ranee. kntao aro brace this buss In accordance with 'JOINT DETAILS' by Tnnwal,'ANSI/TPI r, WTCA r -Wood Truss council BC Live 0.00 psf O.C.Spacing 2- 0- 0 Colo Springs, CO 80907 of America Ste. da,d Design Responsibilities. 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES BC Dead 10.00 psf Design Spec UBC -97 TTu5PIu5 6.0 Ver: 76.3.9 SIB -91 -HIB -91 SUMMARY SHEET by TPI. The Tens Plate Institute (TPI) Is located at D'OnoMo Drive, Madison, Wisconsin 53719. American aper Association (AFPA) Is located at t 1 t 1 19th street. NW. Ste goo. Washington. DC 20039. TOTAL 42.00 psf DEF.Ratio: L/360 TC: 1./360 Job Name: bstest TrUSwal Systems Plates are 20 ga. unless shown by "18" 18 a. , "H' 18 a. , or "MX' ( g ) ( ft ) plates 20 got.), overlap it per Joint Details Report. Chided plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). Truss ID: A15 Qty: 1 BRIG X -LOC REACT SIZE 0. 1 0- 2-12 235 5.50' 1.50" TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & (itr. Web bracing required at each location shown. ® See standard details (TX01087001-001). This design based on lard bracing applied 2 10- 2-12 2659 5.50" 2.46' 3 45-7-0 1333 3.50" 1.50" WEB 2x4 DFL STUD WEDGE 2x4 DFL #1 & BIT. Plating Spec: ANSI/TPI - 1995 per the fallowing schedule: max O.C. from to B3 HANGER NOTE 3 '7}111 PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. TC 24.00" 11-10 15 27-11. 0 UPLIFT REACTION(S) re not d�� for horha tal loads. Loaded for 10 PSF non -concurrent 901 Mark all Interior bearing locations. BEARING REQUIREMENTS Shown are based ONLY on the buss material at each bearing. Support 1 -162 Ib This tum is designed using the �SIMPSON CATALOG Drainage must be provided to avoid ponding Install Interior Wore erection. UBC -97 Code. ADDITIONAL INSTALLATION NOTES PLATING BASED ON GREEN LUMBER VALUES. Continuous latera rot ing attached to flat Bldg Enclosed = Yes unless otlbrwtne noted. Bracing shtwn is for lateral support or canpak rte member only to reduce buckling WVh. TNs component I TC Dead TC as Indicated. Lumber must be structural Truss Location = End Zone TC FORCE AXL BND CSI sholl not be - in arty a rtronrnent mel win count, the nicishxe content of the wood to exceed 19% and/or rause cormector Pete corrosion. fi F°I 1 9. e• amten wd is des truss In ecoordarroe `Nth 'JOINT DETAILS' by Truswal.'ANSU1' TPI , YJTCA 1' -Wood Truss Council grade. Brace 24" o.c. unless noted. Hunicane/Ocean Une = No, F Category = B 1-2 989 0.110.40 0.52 Colo Springs, CO 80907 of Amerks Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' Bldg Length = 90.00 it, Bldg dth = 45.75 R 2-3 1332 0.15 0.40 0.56 Design Spec UBC -97 TrusPlus 6.0 Ver: T6.3.9 Mean roof height = 13.92 ft, mph = 80 34 -152 0.00 0.37 0.37 UBC Standard Occupancy, Dead Load = 26.0 psf 4-5 -1259 0.03 0.37 0.39 5.6 -1781 0.05 0.26 0.31 TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 6-7 -2044 0.03 0.25 0.28 7-8 -1891 0.07 0.39 0.46 8-9 -2310 0.03 0.410.44 BC FORCE AXL BND CSI 10.11 -832 0.010.22 0.23 11-12 -835 0.010.16 0.17 12-13 -679 0.00 0.11 0.11 13-14 -679 0.00 0.15 0.15 ' 14-15 826 0.08 0.22 0.30 15.16 1617 0.17 0.22 0.39 16.17 1398 0.15 0.19 0.34 17-18 1398 0.15 0.22 0.37 18.19 1962 0.20 0.22 0.42 19-20 1987 0.25 0.17 0.42 WEB FORCE C51 WEB FORCE CSI 2.11 188 0.0616 3340.10 11-10-15 -s 3-4-13 14-5-12 2-12 -593 02816 -1012 0.60 1 1 2 3 4 5 16 l7 8 9 3.12 -2261 OJ46 945 0.29 3-14 1553 0.11818 517 0.16 +14-13860A618 -5000.30 6.00 ) 15-10-3 -F6 00 -6.00 4.15 894 0.2819 136 0.04 5-15 -738 0.58 5-6 MAX DEFLECTION span): VM IN MEM 16.17 (LIVE) b-'_ 3-4 3-4 -6 L- -0.09" D- -0.15" T- -0.24" 74-11 4-4 4� 8 7 JL x 4-4 4-6 04-3,cr, 1.5-4 T S=3-6 3-4 3-8 S=3-6 1.54 = ,0-5-13 _ 45-8-12 10 11 12 13 14 15 16 1718 19 201 OVER 3 SUPPORTS ' - In IV d. C045982 ;a Exp: 12131/06 CIV14 TrUSwal Systems Plates are 20 ga. unless shown by "18" 18 a. , "H' 18 a. , or "MX' ( g ) ( ft ) plates 20 got.), overlap it per Joint Details Report. Chided plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). `.� 4/29/2003 WARN/N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da ens sone m accordance wldh the current versions or TPI aro AFPA design standards. No responsibility Is easlxned for dmonsbnal ecaxary. WO: Drive_C_bstest_L00005_300001 /� Dsgnr: me # LC = 16 WT: 315# TC Live 16.00 psf DurFacs L=1.25 P=1.15 TRU S WA L unless otlbrwtne noted. Bracing shtwn is for lateral support or canpak rte member only to reduce buckling WVh. TNs component I TC Dead 16.00 psf Rep Mbr Bnd 1.15 ® SYSTEMS 4445 Northpark Dr. sholl not be - in arty a rtronrnent mel win count, the nicishxe content of the wood to exceed 19% and/or rause cormector Pete corrosion. fi F°I 1 9. e• amten wd is des truss In ecoordarroe `Nth 'JOINT DETAILS' by Truswal.'ANSU1' TPI , YJTCA 1' -Wood Truss Council BC Live 0.00 psf O.C.Spacing 2- 0- 0 Colo Springs, CO 80907 of Amerks Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 TrusPlus 6.0 Ver: T6.3.9 {HIB -91) and HIB•91 SUMMARY SHEET by TPI. The Trues Plate Institute ITPB Is located at D'Onoblo DrWe, Madison, Wisconsin 53719. The Arnedcan Forest and Paper Ansocistlon (AFPA) is lowed at 111 t 19th Street. NW. Ste 800. Washington. DC 20038. TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 Job Name: bstest Truss ID: A16 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 G- 2-12 179 5.50" 1.50" TC 2x4 DFL #I & Btr. BC 20 DFL 1111 & Btr.® Web tracing required at each location shown. This design based on chord bracing applied 2 10 2-12 2758 5.50' 2.57" 3 45- 7- 0 1313 3.50" 1.50" WEB 2x4 DFL STUD 20 DFL STANDARD See standard details (TX01087001-001). Plating spec ANSI/TPI - 1995 per the following sdtedule: max o.c. from to BRGX13 NOTE 16-7 WEDGE 2x4 DFL #I & BIT. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. TC 24.00" 9-10-15 25.11- 7 UPLIFT REACTION(S): Hangers are not designed for PLATE VALUES PER ICBO RESEARCH REPORT #1607. BEARING REQUIREMENTS shown are based ONLY Support 1 -211 Ib horizontal bads. Loaded for 10 PSF non -concurrent BCLL on the truss material at each bearing. This tins B designed using the SEE SIMPSba CATALOG Install Interior supports) before erection. Mark all Interior bearing locations. UBC 97 Code. FOR ADDITIONAL INSTALLATION NOTES Continuous lateral bracing attached [o flat Drainage must be prowded to avoid ponding. Bldg' Enclosed = Yes TC as Indicated. Lumber must be structural PLATA G BASED ON GREEN LUMBER VALUES. Tins Location = End Zone TC FORCE AXL BND CSI grade. Brace @ 24" o.c. unless noted. Hurricane/Ocean Line = No , ExD Category = B 1-2 1449 0.12 0.30 0.42 W0: Drive_ Bldg Length = 90.00 ft, Bldg ndth = 45.75 R 2-3 0.17 0.30 and done 1n acoordantoe with the eurent Versions of TPI and AFPA design standards. No responsibility is assumed for dimensional -ay. Mean roof height = 13.92 It, mph = 80 -249 .33 3� -240 0.00 0.33 0.33 UBC Standard Occupancy, Dead Load = 26.0 psf 4-5 -1436 0.03 0.26 0.30 #LC = 16 WT: 309# '/,/a WA RUS� 5.6 -1437 0.03 0.23 0.27 16.00 psf DurFacs L=1.25 P=1.15 6-7 -2107 0.03 0.28 0.31 . s othetwise �ng y� u fm Baal support or components members only to re&m buckling length. This component TC Dead 16.00 psf 7-8 -1783 0.06 0.38 0.44 Rep Mbr Bnd 1.15 ® SYSTEMS than ^a be paced inany awirmnern that wig cause aro motsbxe content of the wood to exceed 19% anndfor muse connector pate corrosion. 8-9 -2269 0.03 0.41 0.44 0.00 psf o.C.Spacing 2- 0- 0 BC FORCE AXL BND CSI Fabske a, h81nds. Instep and bi No truss in accordance with 'JOINT DETAILS' by Tnnwal.'ANSI7fPl 1'• WTCA 1' -Wood Tine Council 10.11 -911 0.010.18 0.19 Colo Springs, CO 80907 of America Standard Design Responeib 0 ies. HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' 11-12 -914 0.00 0.18 0.18 10.00 psf Design Spec UBC-97 12-13 -1693 0.02 0.18 0.19 -MB.91) end 1118-91 SUMMARY SHEET' try TPI. The Tins Plate InstWe (rPq Is located at D'OnoMo Drive, Madison• Wisconsin 53719. 13-14 -1693 0.02 0.12 0.13 The American forest end Peyer Aeaod0W (AFPA) Is located at 1111 19th Street,NW. Ste 800. Washington, DC 20039. 14-15 305 0.03 0.17 0.20 42.00 psf DEF.Ratio: L/360 TC: L/360 15.16 1991 0.210.17 0.38 16-17 1364 0.14 0.16 0.31 17-18 1364 0.14 0.23 0.37 18-19 1928 0.20 0.23 0.42 19-20 1951 0.25 0.16 0.41 WEB FORCE CSI WEB FORCE CSI 2-11 170 0.015 -7650.63 9-10 15 ; ; 5-4 -13 14-5-12 2-12 -5760.3116 -6970.31 1 2 3 4 t 5 r 6 7 8 ; 9 3-12 -2407 0JR6 916 0.37 3-14 2400 0.7418 508 0.16 F6.00 15-10-3 4-14 -1365 OBA8 -5420.41 6r Op �.0 4-15 1512 0AA9 167 0.05 5-65-15 -352 0.15 MAX DEFLECTION (span) : VM IN MEM 15-16 (LIVE) -0. L= -0.10" D- 17" T= .27" 6-1 3-7 1.5-4 5-6 44 7 11 4� 8- -7 _J 44 4-6 I 0-4-9 1.54 A- 5-6 3-10 4-4 S=3-6 1.5-4 0-5-13 45-8-12 10 11 12 13 14 15 16 1718 19 201 A - jNd! C04s982 X R OVER 3 SUPPORTS Exp: 12131106 tl'l CIVIL �P Op Cp�1F� ' Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 4I29I� 003 AR I Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da W0: Drive_ C_bstest_L00005_300001 and done 1n acoordantoe with the eurent Versions of TPI and AFPA design standards. No responsibility is assumed for dimensional -ay. Dsgnr. me #LC = 16 WT: 309# '/,/a WA RUS� TC Live 16.00 psf DurFacs L=1.25 P=1.15 Y Y /�l . s othetwise �ng y� u fm Baal support or components members only to re&m buckling length. This component TC Dead 16.00 psf Rep Mbr Bnd 1.15 ® SYSTEMS than ^a be paced inany awirmnern that wig cause aro motsbxe content of the wood to exceed 19% anndfor muse connector pate corrosion. BC Live 0.00 psf o.C.Spacing 2- 0- 0 4445 Northpark Dr. Fabske a, h81nds. Instep and bi No truss in accordance with 'JOINT DETAILS' by Tnnwal.'ANSI7fPl 1'• WTCA 1' -Wood Tine Council Colo Springs, CO 80907 of America Standard Design Responeib 0 ies. HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC-97 TrusPlus 6.0 Ver: T6.3.9 -MB.91) end 1118-91 SUMMARY SHEET' try TPI. The Tins Plate InstWe (rPq Is located at D'OnoMo Drive, Madison• Wisconsin 53719. The American forest end Peyer Aeaod0W (AFPA) Is located at 1111 19th Street,NW. Ste 800. Washington, DC 20039. TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 A Job Name: bstest Truss ID: A17 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 126 5.SO" 1.50' TC 2x4 DFL #1 & Btr. OC 2x4 DFL #1 & Btr. - Web bracing required at each location shown. ® See standard details (T)(01087001.001). This design based on chord bracing applied following 2 10- 2-12 2878 5.50" 2.69' 3 45- 0 1285 1.50' WEB 2x4 DFL STUD 2x4 DFL STANDARD 16-7 Plating spec ANSI I - 1995 per the schedule: max o.c. from to N B3 HANGER NOTE NOT 3 3 WEDGE 2x4 DFL #1 & W. TlitS DESIGN IS THE COMPOSITE RESULT OF � MULTIPLE LOAD CASES. TC 24.00" 7-10-15 23.11- 0 UPLIFT REACnON(S) : gens are for PLATE VALUES PER ICBO RESEARCH REPORT # 1607. Loaded for 10 PSF non -concurrent BCU- BEARING REQUIREMENTS shown are based ONLY Support 1 -3101b hori�tal bads. SEE SIMPSON CATALOG Install Interior support(s) before erection. on the truss material at each hearing. Mark all Interior bearing locations, This t7uss Is designed using the UBC -97 Cafe. FOR ADDITIONAL INSTALLATION NOTES Continuous hd}�, Lumber altamust bye to floral PLATING BASEDmust be N GREENto avoidpo ng Bldg Enclosed = Yes ' TC FORCE AXL BND CSI grade. Brace @ 24" o.c. unless rated. VALUES. Hurricane/Ocean Line Truss Location = End = No ,Fop Category = 8 1-2 1221 0.13 0.16 0.28 11 Bldg Length = 90.00 ft, Bldg Width = 45.75 R 2-3 1216 0.13 0.25 0.38 Mean roof height = 1392 ft, m 3-4 2054 0.26 0.46 0.72 8 -7 UBC Standard Occupancy, DLoad 8 26.0 psf 4-5 -512 0.00 0.47 0.47 4-4 4-6 5-66 -2111 0.07 0.22 0.30 J._ 6-7 -1929 0.09 0.49 0.58 JI 7-8 -1742 0.02 0.38 0.40 0-5-13 8-9 -2209 0.03 0.38 0.41 4-6 34 1 az-1 z 3-7 R F ESS tq�, BC FORCE •AXL BND CSI -4 10-11 -1055 0.010.18 0.18 tic 11-12 -1279 0.01 0.23 0.24 45-8-12ts9 " l 12-13 -561 0.00 0.23 0.23 10 11 12 13 14 15 16 17 18 19 20 0 7 - 13-14 -561 0.00 0.24 0.24 14-15 1446 0.15 0.24 0.39 15.16 2155 0.23 0.14 0.36 ' 16-17 1320 0.14 0.11 0.25 17-18 1320 0.14 0.23 0.36 18-19 1871 0.19 0.23 0.42 19.20 18% 0.24 0.15 0.39 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.),'H"(18 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. WEB FORCE CSI WEB FORCE CSI 2-11 -216 0.8915 -6638 0.18 7-1a15 ;-� 7 4-13 14-5-12 3-11 469 0.19716 -732 0.37 1 2 3 4 5 r6 l7 8 9 4-12 -122344 0.. d8 5028 0.16 r- 15-10-3 6 ' i 6.x00 4.14 1586 08918 -5180.37 5-14 980 31 162 0.05 -6.00 5-6 MAX L/999 IN MEM 617 (LIVE) L= -0.09' D= -0.15' T= .24" 5 4.6 4-4 5-6 44 7 11 1.5.4 8 -7 4-4 4-6 J._ JI - 3 34 4 S=3-6 4-4 3-4 S=3-6 1.5-4 0-5-13 4-6 34 1 az-1 z 3-7 R F ESS tq�, -4 tic 45-8-12ts9 " l 10 11 12 13 14 15 16 17 18 19 20 0 7 - CP d. C045982 ;am OVER 3 SUPPORTS Exp: 12131106 �r9 C ! V 11. O(F�� CAL%* Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.),'H"(18 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 4I27I ZOO WARNIN Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da Drive_C_bstest_L00005_300001. nent versions d Tri and AFPA aeagn dandarde. No responsibility Is assumed for dimensionaaccuracy.nalaccuracy.WO: end doe m aaaderoe wthH9err Dsgnr. me # LC = 16 WT: 295# RS WA TC Live 16.00 psf DurFacs L=1.25 P=1.15 unless otherwise noted. Bracing dawn b for lateral support of commn tack ponents endeonly to reduce ling "h. TMs compenem TC Dead 16.00 psf Rep Mbr Bnd 1.15 L� SYSTEMS 4445 Northpark Dr. eh8° not be 0awd in"ems oud wwi�"mois"e cotent afthe wood to exceed 19% andror cause connector plate corrosion. Fabrloats, handle, Y6etee and trace this dune In accordance wAh 'JOINT DETAILS' by Truswd,'ANSInP1 1', YJTCA 1' -Wood Tens Council BC Live 0.00 psf O.C.Spacing 2- 0- 0 Colo Springs, CO 80907 of America Standard Design RespondbBAka. 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 TrusPlus 6.0 Ver: T6.3.9 4N1&91) end NIB•91 SUMMARY SHEET by TPI. Tire Trus Plate Intima (TPI) h located at D'Onofdo Drive. Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20038. TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 e Job Name: bstest Truss ID: A18 Qty: 2 BRG X -LOC REACT SIZE REQ'D 1 10- 2-12 5597 5.50" 2.61" TC 20 DFL #181 Btr. BC 2x6 DFL #2 Plating Spec: ANSI/TPI - 1995 THIS DESIGN IS This design based on chord bracing applied 2 45- 9.4 1982 5.S0" 1.50" WEB 20 DFL STUD THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. per the following schedule: max D.C. from to TC FORCE AXL BND CS1 2x4 DFL #1 B Btr. 3-14 Lumber shear albwables are per NDS -97. BEARING REQUIREMENTS shown are based ONLY on the tns5 material at each bearing TC 24.00" 5-10.15 21-11-0 This tniss is designed using the OL- 1- 57 0.00 0.110.12 1-2 964 0.06 0.19 0.25 Loaded for 10 PSF non-mnccument BC4L Drainage must be provided to avoid porhdMg. PLATE VALUES PER ICBG RESEARCr REPORT #1607. + + + UBC -97 Code. 2-3 2586 0.16 0.38 0.55 -7054 0.06 0.39 0.44 Permanent brad is required 1( others) to + + + + + + + + + + + + + + + + + + + Nail pattern shown Is for PUP bads only. Bldg Enclosed = Yes Truss Location = End Zone +5 45 -8575 0.28 0.52 0.79 5-6 -10193 0.18 0.13 0.30 prevent Ida toppll See f IB 91 and ANSmr, 1-199 10 3.4.5 and 10.3.4.6. Concentrated bads MUST be distributed to each ly equally. On mull -ply with hangers, Hunicane/Ocean Line = No, ExD Category= 8 . Bldg Length = 90.00 It, BldgWidth = 46.00 R 6.7 -3497 0.02 0.09 0.11 Continuous lateral bracing attached to flat use 3P its min. Into thecaben height = 13.71 ph = 80 7-8 -3107 0.02 0.07 0.09 8-9 -3233 0.02 0.20 0.22 TC as Indicated. Lumber must be sbucturat gyrade. grace @ 24" o.c. unless noted. For more than 2 ly, use add'tornal fasten- ers as indicated from the bade per' or use UBC Standard ncy �d Load = 26.0 psf " - 'LOAD CAS # 1 DESIGN LOADS ---------- 9-10 -3802 0.05 0.17 0.23 • PLATING BASED ON GREEN LUMBER VALUES. 2-PLYINa)iI /lOd8O NDS -97 a other a any approved detail (by others). Dir L.Plf I -Loc R.Plf TLLoc LUTE B-1 FORCE C51 s �renhoved R ++++++++++++++++++++++ TC Vert 64.00-2-0-0 64.00 0 -o -b 0.50 TC Vert 64.00 0-0-0 64.00 6- G- 0 0.50 11-12 -788 0.00 0.06 0.07 .00 .06 12-13 -779 0.00 0.15 0.15 Left Overfiam are OVERHANG (5 MAY BE SHORTENED UP TO 3" MAX.I .- TC Vert 128.00 6-0-0 128.00 22-6-0 0.25 TC Vert 64.00 22-6-0 64.00 46- G- 0 0.50 13-14 -2455 0.010.29 0.30 1Left Overhang Sofrtt loading = 0.0 psf BC Vert 40.00 G- 0- 0 40.00 16-0-0 0.19 1415 7265 0.410.591.00 BC Vert 20.00 16-0-0 20.00 46-0-0 0.00 15.16 7265 0.44 0.44 0.88 s UITI. 16-17 4557 0.28 0.08 0.36 V 2044.0 0X1 17-18 2807 0.13 0.13 0.26 18-19 3316 0.20 0.02 0.22 19.20 3316 0.20 0.03 0.24 20.21 3319 0.20 0.08 0.29 WEB FORCE CSI WEB FORCE CSI 2-12 -199 0.6216 6486 0.94 2-13 -2037 08117 -24510.28 3-13.4470 0227 1374 0.20 3-14 8379 0$37 824 0.12 414 -1629 0E48 370 0.06 �- 13-10-15 416 18910.4918 -6110.08 5-16 -5026 09ao 2230.03 2 -FLYS 3 4 5 6 18 9 10' MAX DEFLECTION (span): REQUIRED �- l 15-10-3 -� 6r 00 j -6.00 , - L/999 IN MEM 15-16 (LIVE) L= -0.21" D= -0.34" T= -0.54" � 5 T T �D �„�14ca� (LIVE) 5-,D L= 0.10' D= 0.16" T= 0.26' 44 7-2-16 10 3-4 10 -5-10 4-6 4-0 x = 0�-3 2.5-4 4 8-0 5-12 3-8 S=5$ 0-4-3 46-0-0 ' 11 12 13 14 15 16 17 18 19 20 21' ie d. C045982 X Exp: 12131106 CIV11- a�Qi Tnswel Systems Plates are 20 ga. unless shown by "18"(118 ga.), "H"(16 ga.), or "tdX"(TWMX 20 ga.), positioned per Joint Details Report. 4/29/2003 Cirded plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). WARN/N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da WO: Drive_C_bstest_L00005_300001 \1' /A, / and sone In IM t accordance we osrorx versions a iorTri and AFPA design standards.a0y awm standards. No espons esed for dimensional accuracy. • Dsgnr: me # LC = 21 WT: 347# TRV Y r ATC Live 16.00 psf DurFacs L=1.25 P=1.15 unless otherwise noted. Bracing shown Is for lateral shypon of oompol m. a mernW s ony to reduce buckling length. TMs component TC Dead 16.00 psf Rep Mbr Bnd 1.00 SYSTEMSa� not I e p180ed In any erwkorsnerx dhau wm � the moisture comenl the woad to exceed 19% andfor cause connedorplate omoslon. BC Live 0.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr. Fealrale, ^arae. Instep e d orate tide thea In accordance wM *JOINT DETAILS' by Tnx-al,'ANSMI 1'. WTCA I' -Wood Tnea Council Coto Springs, CO 80907 dAmetea Standard Design Respmmb%on. HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 {HIB -91) end "B-91 SUMMARY SHEET by TPI. The Trues Plate Institute (Toll b located at D'OnoW Drive. Madison, Wisconsin 5371 a. TrusPlus 6.0 Ver: T6.3.9 Toe American Forest and PaperAssocietlon (AFPA) is located et 1111 191h Street. NW, Ste 800. Wa Nngton, DC 20036. TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 Job Name: bstest Truswal Systems Plates are 20 ga. unless shown by "18"(18 go.). "H"(18 go.), or "MX"(TWMX 20 go.), positioned per Joint Details Report. Cirded plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). Truss ID: B1 Qty: 1 BX LOC 251 5. SIZE REQ0 1 1 0- 2-12 1251 5.50" 1.50" TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. PIaU ng spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 2 15. 3.12 2347 3.5(r 2.13" WEB 20 DFL STUD MULTIPLE LOAD CASES. per the following schedule: max o.c. from to TC FORCE AXL BND CSI 1-2 -1818 0.010.25 0.27 Lumber shear albwables are per NDS -97. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Drainage be BEARING REQUIREMENTS shown are based ONLY on the truss material at each bearing TC 24.00" 5-10-15 21-G-0 This truss is designed using the 2-3 -1586 0.03 0.49 0.53 must provided to avoid ponding. Continuous lateral bracing ID flat Loaded for 10 PSF non -concurrent BOLL UBC -97 Code. 3-4 -1438 0.010.70 0.72 attached TC as Indicated. Lumber must be structural Permanent bradnngg Is required (by others) to prevent rotat on/toppiing. See HHIB-91 and Bldg Enclosed = Yes Tens Location = End Zone 4-5 805 0.10 0.69 0.79 qrad e. Brace @ 24" o.c. unless noted. End verticals designed for axial bads only..PLATING ANSI/TPI 1-19955; 10.3.4.5 and 10.3.4.6. HurricaneJOoean Line = No, E1� Category = B BC FORCE AXL BND CSI Extensions below the BASED ON GREEN LUMBER VALUES. Bldg Length = 90.00 ft, Bldg 1 Idth = 21.00 ft 6-7 1568 0.19 0.14 0.32 above or hums """' (if any) require additional consideration area not be pond In enr Ism -em that in cease the mdsh" oordent of the wood to exceed 19% enNa cause connector pate corrosion. • F.b leat0. 'JOINT Mean roof height = 11.71 ft, mph 80 7 8 1518 0.18 0.110.30 (bY others) for htxiz bads the bldg. 4445 Northpark Dr. UBC Standard Occupancy Dead Load = 26.0 psf 8.9 -735 0.00 0.12 0.12 on ----------LOAD CASE # 1 DESIGN LOADS ---------- 9-10 -735 O.OD 0.25 0.25 BC Dead 10.00 psf Dir L.PIf L.Loc R.PIf R.Loc U47L 10.11 0 0.00 0.25 0.25 �B-91 SUMMARY SHEET ' by TPI. The Truss Plate tnstbute (rPQ Is located at tronomo Drive. Madison. Wisconeln 53,•19. Vert 64.00 - - 64.00 0.550 6- Arrieftert Forest Paper Association (AFPA) Is located at 1111 19th Street. NW, Ste 800, WasNngton, DC 20038. TTC C Vert 0 0- o WEB FORCE CSI WEB FORCE CSI DEF.Ratio: L/360 TC: L/360 BC Vert 38.54 0- 0. 0 38.54 21- 0.0 0.00 2-7 150 0.01-10 -1718 0.36 3-7 393 0.1410 0.60 Type lbs X.Loc LL/TL -896 3-8 -813 0.811 880.03 TC Vert 128.1 6. 0- 0 1.00 TC Vert 128.1 6- 0- 0 0.00 4-8 1875 0.58 MAX DEFLECTION (span) L/999 IN MEM 7-8 (LIVE) L= -0.03"D= -0.0 T= -0.08" MAX DEFLECTION (cant)) : L/999 IN MEM 10-11(LIVE L= -0.02" D= -0.03" T- -0.05" 5-10-15 1 3 4 5 6r 00 _ 15-0-0 I 5 2.5 qr, ra-8 ML_�-4 T 3 10 3-11-4 4-4" 4- -6 0-4-3 2.5-0 3-8 1.5-4 S=34 L54 • f s 8 9 - 10 11 FESS I0 Ss9Fy� y C045982 X m V%E.xp: c1V131106 Truswal Systems Plates are 20 ga. unless shown by "18"(18 go.). "H"(18 go.), or "MX"(TWMX 20 go.), positioned per Joint Details Report. Cirded plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 4�2Ly . �3 WARN/N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da WO: Drive_C_bstest_L00005 ]00001 and duo a In 9owrda oe with ve h the ae n Sloss or TPI and AFPA ate ds. N e do respons b icy h assumed t« d ne stinal acaxery. . ('1 /� Dsgnr: me # LC = 21 WT: 129# TC Live 16.00 psf . DurFacs L=1.25 P=1.15 RJ WH • urdess of WMW Mad, Bmdng slaws is for tetanal auPPon of corrmpxwds members only toreduce Wddbq lengm. This compxrard TC Dead 16.00 psf Rep Mbr Brill 1.00 ® SYSTEMS area not be pond In enr Ism -em that in cease the mdsh" oordent of the wood to exceed 19% enNa cause connector pate corrosion. • F.b leat0. 'JOINT BC Live 0.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr. fmrhdk, Instal first brace Oftteras In eomrdanc�e wbh DETAILS' by Truswal,'ANSVTPI r, `WTCA r -Wood Truss Council Colo Springs, CO 80907 of Amerke stawere Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES BC Dead 10.00 psf Design Spec UBC -97 TnlsPius 6.0 Ver: T6.3.9 �B-91 SUMMARY SHEET ' by TPI. The Truss Plate tnstbute (rPQ Is located at tronomo Drive. Madison. Wisconeln 53,•19. Arrieftert Forest Paper Association (AFPA) Is located at 1111 19th Street. NW, Ste 800, WasNngton, DC 20038. TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 Job Name: bstest Truswal Systems Plates are20 ga. unless shown by "18"(18 ga.), "H-(16 ga.), dr'MX"0WMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). Truss ID: B2 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 829 5.50" 1.50" TC 2x4 DFL #1 & Btr. 8C 2x4 DFL #I & Btr. Plating spec' ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT This design based on lard bracing applied 2 15- 3-12 1201 3.50" 1.50" WEB 2x4 DFL STUD OF MULTIPLE LOAD CASES. per the following schedule: max o.c. from to TC FORCE AXL BND CSI 2x4 DFL STANDARD 8-0 PLATE VALUES PER ICBO RESEARCH REPORT #1607. BEARING REQUIREMENTS shown are based ONLY on the truss material at each bearing TC 24.00" 7.IG- 15 21- 0- 0 This truss is designed using the 1-2 -1046 0.01 0.11 0.12 2-3 -825 0.00 0.22 0.23 Drainnaaggee must be provided to avoid poridf PLATING Loaded for 10 PSF ran -concurrent BCLL. UBC -97 Code. 3-4 -715 0.00 0.54 0.54 BASED ON GREEN LUMBER VALUES. End verticals designed for axial bads only. Continuous lateral bracing attached to Rat TC as indicated. Lumber must be structural Bldg Enclosed = Yes Truss Location = End Zone 4-5 283 0.03 0.53 0.56 Extensions above or below the truss profile /7If any) require additional grade. Brace @ 24" o.c. unless noted. Hunicane/Ocean Line = No , Exp Category = B BC F FORCE AXL BND CSI OR A consideration ) for holiL bads on the bldg' TC Dead Bldg Length = 90.00 ft, Bldg Width = 21.00 ft 6.7 0.05 0.15 `b' not be plooed In any ernininnerd teal win cause the Maltese content of the wood to exceed 19% andror cause oa,nedw plate conoslon Mean roof height = 12.21 k mph = 80 7-8 881 0.06 0.22 0.28 O.C.Spacing 2- 0- 0 Northpark Dr. UBC Standard Occupancy, Dead Load = 26.0 psf 8-9 -255 0.00 0.22 0.22 Coto Colo Springs, CO BO907 9-10 -255 0.00 0.30 0.30 BC Dead 10.00 psf Design Spec UBC -97 10-11 0 0.00 0.30 0.30 -(HIB-91) and HI&91 SUMMARY SHEET' by TPI. The Tann Plate Institute (TPI) is located at D'Onohlo Od". Madison, Wisconsin 53719. _ WEB FORCE CSI WEB FORCE C5I The AmMcon Forest and Paper Association (AFPA) is located at 1111 lain Street, NW, Ste 800, Washington, OC 20038. TOTAL 2-7 52 0.02-10 -874 0.25 DEF.Ratio: L/360 TC: L/360 2-8 -237 0.0310 -3410.26 3-8 -98 0.03-11 -115 0.03 4-8 8020.33 MAX DEFLECTION ( n)) L/999 IN MEM 8-97LLIVE) L= -0.04" D= -0.0 T= -0.12' MAX D N.MEMION (cant) : L- O.D4 MEM 10-I1(LNEI L= 0.04' D= 0.06' 7 0.09' 7-10-15 1 2 4 5 F6 001 13-0-0 l 21-0-0 1 6 7 8 9 10 11 ' - • C045982 X Exp; 12131106 CIV1%. Truswal Systems Plates are20 ga. unless shown by "18"(18 ga.), "H-(16 ga.), dr'MX"0WMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 4I2,7I ZOOS WARNIN Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da • WO: Drive_C_bstest_1-00005_300001 Sad doro inemordis with the, urrent wxsbne of Tri and AFPA design sterMards. No responsibility Is a;eu,ned for dimensional ocaxacy. me #LC 21 T: 137# W R S WA TIC Li TC Live 16.00 psf DurFacs L=1.25 P=1.15 . u im othenwtse noted. gracing drown to for lateral support of components members only to reduce Waling length. This component TC Dead 16.00 psf Rep Mbr Bnd 1.15 SYSTEMSshalt not be plooed In any ernininnerd teal win cause the Maltese content of the wood to exceed 19% andror cause oa,nedw plate conoslon BC Live 0.00 psf O.C.Spacing 2- 0- 0 Northpark Dr. Fats Ica e, treadle, Install end brace thh lase In s000rdence with 'JOINT DETAILS' by T,_W. ANSlrTPI 1', VJTCA 1' -Wood Tons Council Coto Colo Springs, CO BO907 of Anbrice sanmb Responsibilities, Oedgn wWOLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' �, BC Dead 10.00 psf Design Spec UBC -97 TrusPlus 6.0 Ver: T6.3.9 -(HIB-91) and HI&91 SUMMARY SHEET' by TPI. The Tann Plate Institute (TPI) is located at D'Onohlo Od". Madison, Wisconsin 53719. _ The AmMcon Forest and Paper Association (AFPA) is located at 1111 lain Street, NW, Ste 800, Washington, OC 20038. TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 Job Name: bstest Truss ID: B3 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 829 5.50" 1.50" TC 2x4 DFL #1 & Bir. BC Zx4 DFL #1 & Btr. Plating spec : ANSI/TPI - 1995 THIS DESIGN This design based on chord bracing applied 2 15- 3-12 1201 3.5(r 1.50" WEB 2x4 DFL SSD IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. per the following schedule: max o.c. from to TC FORCE AXL BND CSI PLATE VALUES PER ICBG RESEARCH REPORT #1607. Loaded for 10 PSF BCL_ BEARING REQUIREMENTS shown are based ONLY TC 24.00" 9-10-15 21-0-0 1-2 -1024 0.00 0.18 0.18 2-3 -W 0.00 0.18 0.18 non concurrent Contin uta lateral bracing attached to flat TC as Indicated. Lumber be on the truss material at each bearing. Drainage must be provided to avoid ponding This truss is designed using the UBC -97 Code. 34 -521 0.00 0.38 0.38 must structural grade. Brace @ 24" o.c. unless noted. PLATING BASED ON GREEN LUMBER VALUES. End verticals designed for axial bads only.. Bldg Enclosed = Yes Truss Location = End Zone 4-5 236 0.03 0.37 0.40 Extensions above or below the bum profile ((If Hurricane/Ocean Line = No , Exp Category = 8 BC FORCE AXL BND CSI arty) require additional consideration Bldg Length = 90.00 ft Bldg Idth = 21.00 R 856 0.100.17 ff (by o) for honz. bads on the bldg. Mean roof height = 12.771 6--8 853 0. 6 0.20 Dfteadph =8 26.0 psf UBC Standard Otto 8-9 421 0.010.12 0.12 9-10 -221 0.00 0.22 0.22 10-11 0 0.00 0.22 0.22 WEB FORCE CSI WEB FORCE CSI 2-7 126 0.04.10 -874 0.36 2-8 4Z30.&10 -3100.28 3-8 -114 01511 -108 0.04 4-8 6770.21 MAX DEFLECTION ( n) L/999IN MEM 8 9 LIVE) L= -0.02" D- -0.04 T- -0.06" MAXL/99DE : ON (cant): MEM O.08" L- 0.03" D- 0.05" T- 5-2-10 0-4-3 PRb!SWA� ® SYSTEMS 4445 Northpark Dr. Colo Springs, CO 80907 TrusPius 6.0 Ver: T6.3.9 1 9-10-15 1 2 6r 00 4 5 I 21-0-0 6 7 8 9 10 11 Tnuswal Systems Plates are 20 ga. unless shown by "18'(18 go.), With go.), or "MX"(TWMX 20 go.). positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). Read all notes on this sheet and give a copy of it to the Erecting Contractor. and done In aocordarne with the tyrant WSJ" of TPI and AFPA design standards. No responsibility is aeaurtmd far dimensional accuracy. 51tedmd, unless othnwlss noted. Bracing stgwn Is for lateral support of components members only to reduce butldbrg length. This componerd shelf not be plecad In any erneormert amt win Cause the nwlshse content of Lire wood to exceed 19% andfor cause connector plate corroslon. Fabricate, handle. bales and breve the Wes In accordance with 'JOINT DETAILS' by Tnnwel.'ANSIrTPI 1'. WTCA 1' -Wood Tens Council of America Standard Design Responsibilities. 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES {M8-91) and 1118-91 SUMMARY SHEET by TPI. The Tens Plate Institute (TPI) Is located at D'Onohio Drive. Madison, Wisconsin 53718. The American Forest end Paper Association (AFPA) Is located at 1111 19th Street. NW, Ste 900, Wasbington. DC 20039. - a C045982 Exp: 12131106 CiV14 4/29/2003 Cust: da W0: Drive _C_ bstest_L00005_]00001 Dsgnr: me #LC = 21 WT: 145# TC Live 16.00 psf DurFacs L=1.25 P=1.15 TC Dead 16.00 psf Rep Mbr End 1.15 BC Live 0.00 psf O.C.Spacing 2- 0- 0 BC Dead 10.00 psf Design Spec UBC -97 TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 Job Name: bstest Truss ID: B4 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0.2-12 829 5.50" 1.50" TC 2x4 DFL 41 & Btr. BC 2x4 DFL 4I & BIT. Plating spec ' ANSI/TPI - 1995 This design based on chord tracing applied 2 15- 3-12 1201 3.50" 1.50" WEB 2x4 DFL STUD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. per the following schedule: from TC FORCE AXL BND CSI PLATE VALUES PER IC00 RESEARCH REPORT 41607. Loaded for 10 PSF -concurrent BOLL BEARING REQUIREMENTS shown are based ONLY max D.C. to TC 24.00" 11-10-15 21-0-0 1-2 -987 0.00 0.310.31 2-3 -474 0.00 0.310.31 non Continuous lateral bracing attached to flat on the buss material at each bearing. Dralnage must be provided to avoid ponding This teas Is designed using the UBC -97 Code. 34 -347 0.00 0.29 0.29 TC as Indicated, Lumber must be structural grade. Brace @ 24" o.c. unless noted. PLATING WED ON GREEN LUMBER VALUES. End verticals designed for axial bads only. Bldg Enclosed =Yes Truss Location = End Zone 4-5 199 0.02 0.29 0.31 Extensions above or below the truss profile Hunicane/Ocean Line = No, Category = B BC FORCE AXL BND (d a )require additional consideration (bY ) for bortz. loads on the bldg. Bldg Length = 90.00 It, Bldg Width = 21.00 R Mean = 1r3.221 ft, 6.7 815 0.06 0.14 0.20 7-8 812 0.09 0.11 0.20 UBC Standard ofWght mph DfeoaL d =8 26.0 psf 8-9 -190 0.00 0.10 0.10 9.10 -190 0.00 0.18 0.18 1G-11 00.00 0.18 0.18 WEB FORCE CSI WEB FORCE CS1 2-7 198 0.0610 -879 0.52 2-8 -567 0.3510 -2860.32 3-8 -1400.%11 -102 0.06 4-8 6030.19 -0.06" ILQf"I IN R SWAB ® SYSTEMS 4445 Northpark Dr. Colo Springs, CO 80907 TrusPlus 6.0 Ver: T6.3.9 11-10-15 1 2 4 5 600 t 900 21 0-0r 6 7 8 9 10 11 T 6-14 Tna'wal Systems Plates are 20 ga. unless shown by "18'(18 ga.),'H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). Read all notes on this sheet and give a copy of it to the Erecting Contractor. "done In ecwrdarce with the anent versions of TPI and AFPA design standards. No respmsMlty is assumed for d rr-tabnal sowracy. bossed, W*M dthervtse noted. Brelag ehwn Is for let" support of mrTore is members only to m&= buckling length. TNs eomporiem suer rot be plsosd In any erwirpmert Ihet ws mm t e motsture ooreerd of the Wood to exceed 19% and/or tease cormedor plate corrosion. Febricete, handle, Water aM ureas Ws truss In aemrda. with 'JOINT DETAILS' by Tnsw9l,'ANSI7rPl 1', WTCA 1' -Wood Tans Coundl d America SterWerd Oeshgn Resporalh191ks. TVWDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES -"B'91) and NIB -91 SUMMARY SHEET by TPI. The Tone Pate hist! tute (TPI) h bested et D'Orahb Drke. Madison, Wisconsin 53719. The Mnerlcen Forest and Paper Assoderar (AFPA) s betted et 1111 19th Street, NW, Ste 800, WsshIVon. DC 20039. 7-3-6 -0 SS9Fyc d C045982 ;aM Exp: 12131/06 CIVIL �Q 4 0� CAL1E 4/29/2003 Cust: da WO: Drive_C_bstest_L00005_300001 Dsgnr: me 4LC = 21 WT: 1534 TC Live 16.00 psf DurFacs L=1.25 P=1.15 TC Dead 16.00 psf Rep Mbr Bnd 1.15 BC Live 0.00 psf O.C.Spacing 2- 0- 0 BC Dead 10.00 psf Design Spec UBC -97 TOTAL 42.00 psf DEF.Ratlo: L/360 TC: 1-/360 Job Name: bstest - Truss ID: B5 Qty: 1 BRG X LOC REACT SIZE REQD 1 0- 2-12 829 5.50" 1.50" TC 2x4 DFL #1 B Btr. BC 20 DFL #1 R Btr. Web bracing required at each location shown. This design based on chord bracing applied 2 IS 3 12 1201 3.50' 1.50" WEB 2x4 DFL STUD 2x4 DFL STANDARD 7-3, 9-5 ® See standard details (7X01087001-001). Plating spec :ANS I - 1995 per the following schedule: max o.c. from to TC FORCE AXL BND CS] PLATE VALUES PER ICBG RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. TC 24.00" 13.10-15 21-0-0 This truss Is designed using the 1-2 -939 0.00 0.42 0.43 2-3 -870 0.00 0.42 0.43 3-4 163 0.02 0.28 0.30 Loaded for 10 PSF non concurrent BOLL Drairlage must be provided to avoid ponding. BEARING REQUIREMENTS shown are based ONLY on the teas material at each bearing. UBC -97 Code. Bldg Enclosed = Yes 4-5 163 0.02 0.28 0.30 PLATING BASED ON GREEN LUMBER VALUES. End verticals designed for axial bads only. Extensions above or below the utas � � Continuous lateral bracing attached to flat TC as Indicated. Lumber must be structural Brace 24" Truss Location = End Zone HunkaneJOcean Line = No ,Category = B BC FORCE AXL BND CSI 6-7 763 0.05 0.27 0.32 if any) require additional Consideration by grade. @ C.C. unless noted. Bldg Length = 90.00 R Bldg YYldth = 21.00 R Mean roof height = 13.71 k mph = 80 7-8 164 0.00 0.27 0.27 ) for floriz. bads on the bldg' UBC Standard Occupancy, Dead Load = 26.0 psf B-9 164 0.00 0.27 0.27 9-10 0 0.00 0.27 0.27 WEB FORCE CSI WEB FORCE CSI 2-7 -439 0.1@9 -3700.30 3-7 815 0.339 -256 0.13 3-9 -528 0.1W10 -112 0.09 MAX DEFLECTION (span : L/999 IN MEM 6.7 (L1V� L- -0.05* D- -0.0 T- -0.12" R S WAS ® SYSTEMS 4445 Northpark Dr. Colo Springs, CO 80907 TrusPlus 6.0 Ver: T6.3.9 7-2-10 2 0-4-3 r 13-10-15 r 1 2 �3 4 5 60 t 7-0-0 r 1.5-4 z1 -o -o 6 7 8 9 10 7-11-4 8-3-6 FESSts `• • -9 d. C045982 ;am Exp: 12/31/06 `Plq CIV1k. /�/���Q n. _-" If, • i Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H'(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. ' Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). - VARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. d done In accordance vft the current versions of TPI and AFPA design standards. No responsibility, Is assumed for dimensional acwacy. 8ttadned, trim (Atlnrwlse noted. Bracing shown Is for lateral support of components members only to reduce aucklhg length. This componerd BW not be placed In any erlvbo vwd ant will cause the mulshaa content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle• instal and brace this buss In accordance wall 'JOINT DETAILS' by Tnuswal.'ANSIrTPI 1', WTCA 1' -Wood Tans Council of America Standard Design Resporulbirdies. 9WNDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' {HIB -91) and 11IB-91 SUMMARY SHEET by TPI. The Tnma Plate Institute (TPI) is located at 1YOrohb Drive. Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 1991 Street. NW, Ste 800• Washington, DC 20036. UAIJK1I11c] Cust: da WO: Drive_C_bstest_L00005_J00001 Dsgnr: me #LC = 21 WT: 155# TC Live 16.00 psf DurFacs L=1.25 P=1.15 TC Dead 16.00 psf Rep Mbr Bnd 1.15 BC Live 0.00 psf O.C.Spadng 2- 0- 0 BC Dead 10.00 psf Design Spec UBC -97 TOTAL 42.00 psf DEF.Ratio: L/360 TC: 1-1360 Job Name: bstest Truss ID: B6 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0.1-12 763 3.50' 1.50' TC 2x4 DFL #1 & Str. BC 2x4 DFL #I & Btr, Web bracing required at each location shown. ® This design based on diord tracing applied 2 IS- 3-12 1071 3.50" 1.50' 3 20.10.4 150 1.50' WEB 2x4 DFL STUD 2x4 DFL STANDARD 9.4 See standard details (7X01087001-001). Plating spec ANS[/TPI - 1995 per the following schedule: max o.c. from to NOT 3 � E PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. TC 24.00" 15.10-15 20-0-0 UPLIFT REACTION(S) Hangers are rot deslgrted for horhnr s bads. Loaded for 10 PSF �It BC1L Mark all interior bearIN locations. BEARING REQUIREMENTS shown are based ONLY on the truss material at each bearing. Support 3 -38 Ib This truss is designed using the SEE SIMPSON CATALOG Drainage must be prevded to avid Dorrdirg. PLATING BASED ON GREEN Install Interior support(s) before erection. UBC -97 Code. FOR ADDITIONAL INSTALLATION NOTES LUMBER VALUES. End verticals ned for axial loads ro Continuous lateral brad attached to flat r5 rel ade.i Bldg Enclosed = Yes g Location TC FORCE AXL BND CSI 1-2 -762 0.00 0.60 0.60 Extensions atm or below the trt� ile H a ) require additional consideration rry g Brhace @ 24" o�c, unlesnot H ITkane/Ocean Line = No , Category = B Bldg Length = 90.00 R, Bldg dth 33.15 R 2-3 177 0.00 0.60 0.60 others) for 'bads on bldg.Mean = roof height = 14.21 k mph = 80 3-4 82 0.010.22 0.22 UBC Standard Occupancy, Dead Load = 26.0 psf 45 88 0.010.05 0.06 BC FORCE AXL BND CSI 6-7 596 0.06 0.29 0.35 - 7-8 592 0.05 0.29 0.35 8-9 592 0.05 0.23 0.29 9.10 179 0.00 0.23 0.23 WEB FORCE CSI WEB FORCE CSI 2.7 298 0.0►9 -148 0.09 2-9 -793 0.3910 -282 0.31 3-9 -4160.4510 178)0.05 U999MAX1D N EM 67�rLIVEj L- -0.07" D= -0.11 T- -0.18' n 15-10-15 0-�15 r3 1 2 45 F-600 ; 4-0 L"o 1 1.5-4 R SWAB ® SYSTEMS 4445 Northpark Dr. Coto Springs, CO 80907 TrusPlus 6.0 Ver: T6.3.9 8-2-10 S 0-4-3 F2&A 21-M 6 7 8 9 10 OVER 3 SUPPORTS T 9- -6 Tnuswal Systems Plates are20 ga. unless shown by •18"(18 ga.), "H"(18 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). Read all notes on this sheet and give a copy of it to the Erecting Contractor. done In accordance wen the anent verebrro of TPI and AFPA design standards. No responslalay Is assumed for dimensional accuracy. 1l m"Wil, uriea& attWWf&e noted. &edrp &Sown b for lateral &upport or componerd3 members only to reduce buckling Won. THs mmponem dms not be placed In and envkor&nent that will rause the naiehre content of the Wood to exceed 19% andfor cause connector plate corrosion, F&bricale, handle, WoW end deco site tons in accordance with 'JOINT DETAILS by Tnmval,'ANSIRPI 1'. WTCA 1' -Wood Truss Candi of Anwkm Standard Design Respamibirilies, 14AIDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES -"0-91) and HI1391 SUMMARY SHEET by TPI. The Toro& Plate Institute (TPI) Is located at D'Onorrlo Delve• Madison, Wisconsin 53719. The Amorken Forest and Paper Association (AFpA) is located at 1111 19th Street. NW, Ste 890. Washington, DC 20038. Xe. � - . "fr{+ Z coase8 Exp: 12!31/06 CIVIL. �P 9� OF CAt\F 4/29/2003 Cust: da WO: Drive_C_bstest_1_00005_300001 Dsgnr: me #LC = 16 WT: 162# TC Live 16.00 psf DurFacs L=1.25 P=1.15 TC Dead 16.00 psf Rep Mbr Bnd 1.15 BC Live 0.00 psf O.C.Spacing 2- 0- 0 BC Dead 10.00 psf Design Spec UBC -97 TOTAL 42.00 psf ' DEF.Rado: L/360 TC: L/360 Job Name: bstest Tritswal Systems Plates are 20 ga. unless shown by "18"(18 go.). 'W(16 got.), or "MX"(TWMX 20 got.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). Truss ID: B7 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0-3-10 1151 4.00" 1.50" TC 2x4 DFL #1& 8tr. BC 20 DFL #1 & BIT. Web tracing required at each location shown. ® See standard details (TX01087001.001). UPLIFT REACTION(S) Support 1 •183 Ib 2 15- 3-12 340 3.50" 1.50" 3 20- 3-12 1171 4.00" 1.50" WEB 2x4 DFL STUD 2x4 DFL STANDARD 10.5, 5-11 Plats ssppeecc • ANSI/T91 - 1995 THISTI GN IS THE COMPOSITE RESULT OF Support 3 -405 Ib This truss Is designed Using the C- bstest- L00005- ]00001 PLATE VALUES PER ICBG RESEARCH REPORT # 1607. MULTIPLE LOAD CASES. UBC -97 Code. TC FORCE AXL BND CSI 1-2 -2114 0.04 0.30 0.34 Loaded for 10 PSF non•conccurrent BCLL. Mark all Interior bearing locations. BEARING REQUIREMENTS shown are based ONLY on the truss material at each bearing. Bldg Enclosed = Yes Truss Location = End Zone 2-3 -1276 0.010.27 0.28 3-4 -1211 0.010.30 0.31 PLATING BASED ON GREEN LUMBER VALUES. + + + + + + + + + + + + + + + + + + + + + + Install interior support(s) before erection. FJhd desrgrted for loads Hunicane/Ocean Line = No, Fop Category = 8 45 -569 0.00 0.30 0.30 5-6 251 0.010.07 0.07 Designed for 2.8 K lbs d bad a lied ra9 pp verticak axial only Extensions above or below the truss profile Bldg Length = 90.00 R Bldg Widtfi = 33.02 R Mean roof height = 14.74 ft, mph = 80 . IIyy di to the if others)) for ebblldg �by UBC Standard Occupancy, Dead Load = 26.0 psf BC FORCE AXL BND C51 7-8 2265 0.27 0.26 0.53 chorda" partrtia continuous ous bearill () Indicated corhamerhtly with dead bads 0 4 live bad. Duratlon=1.33. honz�badlsonon the 8-9 2419 0.29 0.14 0.43 9-10 2419 0.29 0.14 0.43 and Partial continuous beating ren = 497 Pit Max. Colo Springs, CO 80907 Of Arrrerka Standard Design Respo blfi les, I ANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' 10.0 2650 0.32 0.26 0.58 Connection ( tis must transfer equal bad each (a ) Design Spec UBC -97 TrusPlus 6.0 Ver: T6.3.9 1011 1227 0.150.260.41 ++++++++++++++++++++++ WEB FORCE CSI WEB FORCE CS1 The American Forex aid Paper Association (AFPA) Is located at 11 t 1 lath Street, NW, Ste 800, WasHngton. DC 20038. TOTAL 42.00 psf 2-8 -582 0.19!-10 9720.37 4-8 915 0.2511-1243 0.78 4-10 -9300.111111 -1460.15 3 3-7 S 0-5-0 17-10.6 3-" r1 2 3 4 5 61 -6.00 5-0 CONT. BRG. 20-10-0 e7 8 9 10 11 ' OVER 3 SUPPORTS FESS/p�, SS9-n • a d. C045982 ;am Exp: 12/31/06 CIVIL a�P Tritswal Systems Plates are 20 ga. unless shown by "18"(18 go.). 'W(16 got.), or "MX"(TWMX 20 got.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 4/29/2003 WARN/N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: do WO: Drive- C- bstest- L00005- ]00001 nd adone In aoo�Narce with the axrer 1 versions of TPI and AFPA design stans dards. No responsibility Is asaned for anrenslonal ecaxacy. Dsgnr: me #LC = 18 WT: 157# RS WA TC Live 16.00 psf DurFacs L=1.25 P=1.15 unless otherwise noted. Bracing sth Is for lateral supporl of cornPonerds members only to redrxe woMnng length. This mn,panent TC Dead 16.00 psf Rep Mbr Bnd 1.15 ® SYSTEMS shat' not ee placed in ant' er"h^ o^er" that will cause the moisture cwnentof lha wood to exceed 19% angor cause conneaor plate corrosion. BC Uve 0.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr. Fabricate, handle, Install and brace Ns truss; In accordance with 'JOINT DETAILS' by Tnnwat, 'ANSUTPI 1'. WTCA 1' -Woad Tares Coundl Colo Springs, CO 80907 Of Arrrerka Standard Design Respo blfi les, I ANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 TrusPlus 6.0 Ver: T6.3.9 {M&91) and 1,1I1341 SUMMARY SHEET by TPI. The Tess Plate trstitute (TPI) Is located at D'Onofrb Drive; Madison, Wisconsin 5371 B. The American Forex aid Paper Association (AFPA) Is located at 11 t 1 lath Street, NW, Ste 800, WasHngton. DC 20038. TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 Job Name: bstest 26-2-10 Truss ID: B8 Qty: 1 BRG X -LOC REACT SIM RE70 1 0- 3- 6 1064 3.50" 1.50" TC 2x4 DFL #18 BIT. BC 2x4 DFL #1 3 BIT. Web bracing required at each location shown. ® See standard details (TX01087001-001). This truss Is designed using the UBC -97 Code. 2 26.4 4 1649 3.50" 1.50" 3 35- 7- 0 339 3.50" 1.50" WEB 2x4 DFL STUD 2x4 DR. STANDARD 412, 12-5 Plating spec • ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF Bldg Endosed = Yes Truss Locatkxl = End Zone BRG HANGER NOTE 3 LUS24 12-6 PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. BEARING REQUIREMENTS based ONLY Hurricane/Ocean Une = No , Category = B cry d�� for Loaded for 10 PSF non -concurrent BCU- shown are on the tnmaterial at each bean ng. � it, Medan roof -90.004. Bldg ph = 35.88 R height = ft, mph = 80 klad SEE SIMPSON CATALOG IrIsUB Interior support(s) before erecUonc. Mark all interior bearing kxatkxss. UBC Standard Omlparxy, Dead Load = 26.0 psf Occupancy, FOR ADDITIONAL INSTALLATION NOTES 14 PLATING BASED ON GREEN LUMBER VALUES. d. C045982 7 TC FORCE AXL END CSI 1-2 -1809 0.02 0.27 0.29 2-3 -1514 0.02 0.27 0.29 34 -1380 0.01 0.29 0.31 45 -790 0.00 0.29 0.30 5-0 -789 0.00 0.28 0.28 6-7 317 0.04 0.28 0.32 7-8 282 0.02 0.36 0.38 8-9 -285 B.DB 0.36 0.36 BC FORCE AXL BND CSI 10-11 1544 0.16 0.35 0.51 11-12 1301 0.11 0.35 0.46 12-13 268 0.03 0.40 0.43 13-14 198 0.00 0.40 0.40 WEB FORCE CSI WEB FORCE 61 2-11 -362 0.612 525 0.21 411 496 0.513 -1265 1.00 412 -6M0.3513 -4050.17 5-12 3610.15 MAX DEFECTION ((Span) L1999 IN MEM 11-12 (LIVE) L= -0.06" D= -0.10" To -0.17" -3 3-6 S 0-5-0 17-10-617-8-12 600 .6.00 1 5-6 t 9--3 -4 2 0-5-13 26-2-10 35-7-2 r • 10 11 12 13 14 d. C045982 7 FaT" mM Exp: 121311016 OVER 3 SUPPORTS `r> CIV14 �Q q pF Cq�1F Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 g g), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Ckded plates and false frame plates are positioned as shown above. Shift able stud plates to avoid overlap with structural later or staple). 4/29/2003 AR IN Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da WO: Drive C bstest 1-00005 )00001 -MVS and done In apcordertm with tie Cunert versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional aoacary. Osgnr. me #LC = 16 WT: 220# /�A '/'// WA TC Live 16.00 psf DurFacs L=1.25 P=1.15 �/ �/ . ureeae otwMse noted. Brad. p sMwh b for lateral supporter compo erne members only to reduce Grktng length. TMs component TC Dead 16.00 psf Rep Mbr Bnd 1.15 ® SYSTEMS "not be placed In any eANraeent that wen rause me maatwe content of to woad to exceed 19% andforcause connect« place corrosion. BC Uve 0.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr. Coto Springs, CO 80907 Febikete, handle, Install and brace We truss in soon isnce with 'JOINT DETAILS' by Tnnwal.'ANSMI h', WTCA V -Wood Truss Council ofAmerke Standard Design ResparnlbTilles, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 TfUSPIus 6.0 Ver: T6.3.9 -(Mila-91) -91) and F IIS-91SUMMARY SHEET by TPI. The Tens Plete Institute (TPI) Is located at D'Onotdo Drive, Madison, Wlsoonsin 53718. nk Paper Association (AFPA) is Ionated at 1111 19th Street. NW, Ste 800. WasMngton, OC 20036. TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 Job Name: bstest 5-6 S=3A Truss ID: B9 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0-3-6 1506 3.50" 1.61' TC . 2x4 DFL #I & BIT BC 2x4 DFL #1 & W - Web bracing required at each location storm. ® See standard details (77(01087001-001). This truss Is designed using the UBC -97 Code. 2 3530.4 1506 3.50' 1.61" WEB 2x4 DFL STUD 2x4 DFL STANDARD 412, 12-5 Plat)ng spec •ANSI I .1995 Bldg Enclosed =Yes TC FORCE AXL BND CSI 12.6 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Truss Location = End Zone Hurricane/Ocean Line = No Category = B 1-2 -2737 0.06 0.310.37 PLATE VALUES PER ICSO RESEARCH REPORT # 1607. BEARING REQUIREMENTS shown are based ONLY ,Fig Bldg Length = 90.00 ft, Bldg VJdth = 35.88 R 2-3 -2455 0.05 0.22 0.27 3.4 -2321 0.04 0.29 0.33 Loaded for 10 PSF non-conourrent BOLL + + + + + + + + + + + + + + + + + + + + + + on the teas material at each bearing Mean roof height = 14.74 Lt mph = 80 4.5 -1762 0.02 0.29 0.32 5.6 Designed for 2.0 K lbs drag bad app=led =to PLATING BASED ON GREEN LUMBER VALUES. UBC Standard Occupancy, Dead Load= 26.0 psf -1762 0.02 0.28 0.30 6-7 -2353 0.04 0.28 0.32 evenN along the topto the botmm 7-8 -2487 0.05 0.27 0.32 chord along partial continuous bean (s) erica dead 8 9 -2779 0.10 0.25 0.35 with and 0 4 live bad. Duration=1.33. Partial BC FORCE AXL BND CSI L tenuous bearing reaction - 205 PIf Max. mon (btlw:s ^� ��er equal 10.11 2370 0.24 0.32 0.56 load to t� (or "^'ten) shown. I1-12 2035 0.20 0.36 0.57 12-13 2393 0.210.360.57 r"' ++++++++++++++++++++++ 13-14 2418 0.25 0.34 0.59 35-10-6 13 10 11 2 14 WEB FORCE CSI WEB FORCE CSI d• C045982 mm 2-11 -3510.15412 -682 0.35 4-1114680.15413 4960.15 4.12 -6650.1114113 -3750.15 s� CIVIL �Q 512 11410.46 MAX EM 9° 11-14 LI OF CAS\F L= -0.11' D= -0.18" T= .30" Tnhswal Systems Plates are 20 ga. unless shown by '18"(18 go.), "H"(16 go.). or'MX'(TWMX 20 go.), positioned per Joint Details Report. 17-10-0 l 18-0-0 1 2 3 4 5 6 7 8 9 600 -600 5-6 S=3A S=3.4 3 1.5-41.5-4 fh -3 5-6 3-10 S 0-5-0 2.5-4 6-6 2.5-4 = n0A-3 PR F ESS ! 35-10-6 13 10 11 2 14 d• C045982 mm Exp: 12131106 s� CIVIL �Q OF CAS\F Tnhswal Systems Plates are 20 ga. unless shown by '18"(18 go.), "H"(16 go.). or'MX'(TWMX 20 go.), positioned per Joint Details Report. Cirded plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 4129/2 OO WARN/N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da W0: Drive bstest- L00005 )00001 and Bone ti accoem oe with the nnerx versions of TPI a xf AFPA design standards. No respo sibility is assumed for dimensional aoaxacy. DSgnr: mc: - # LC = 16 WT: 221# RS WA TC Live 16.00 psf DurFaa L=1.25 P=1.15 • unless offtermse noted. Blah s1r wn Is for taterm support of componeMa members "to reduce buckling length. This component TC Dead 16.00 psf Rep Mbr Bnd 1.15 ® SYSTEMS 'h" not be placed In dry a irwonent amt will cause the moisture cadent of the wood to exceed 19% andtor cause connector plate corrosion. BC Live 0.00 psf O.C.Spadng 2- 0- 0 4445 Northpark Dr. Fabricate. horde. wntan and brooe this base in accordance with 'JOINT DETAILS • by T-ral, •ANSI/TPl 1•. `WtCA t• -Wood Truss council Coto Springs, CO 80907 of America mrd Deaign Responsibilities. WkNDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES BC Dead 10.00 psf Design Spec UBC -97 TrusPlus 6.0 Ver: T6.3.9 {Hl&91 ) and TdB-91 SUMMARY SHEET by TPI. The Truss Plate InstiMe (TPp h bceted m O'OnofrioDrive. Madison, Wisconsin 53719. The Amedmn Forest and papa Association (AFPA) Is loceled at 1111 1911% Street, NW, Ste 800. Washington. DC 20038. TOTAL 42.00 psf DEF.Ratio: L/360 TC: U360 Job Name: bstest Truss ID: C1 Qty: 2 BRG X -LAC REACT SIZE REQ'D 1 0- 2-12 1889 5.50" 1.50" TC 2X4 DFL #I & Btr. BC 2X6 DFL #2 Plating spec ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 2 29.3- 4 3201 5.50" 1.71" WEB 2x4 DFL STUD MULTIPLE LOAD CASES. following schedule: to TC FORCE AXL Lumber shear allombles are per NDS -97. BEARING REQUIREMENTS shown are based ONLY TC 24.00" 9-10-15 13. 6.0 BND CSI PLATE VALUES PER ICBO RESEARCH REPORT # 1607. on the truss material ateach bearing TC 24.00" • 18- 1- 0 23-6-0 1-2 -3295 0.03 0.09 0.12 + + + + + + + + + + + + + + + + + + + + + + Loaded for 10 PSF non -concurrent B&L This truss Is designed using the 2-3 -2972 0.02 0.07 0.08 3-4 -3293 0.03 0.26 0.29 Nall pathern shown Is for PLF bads only. Concentrated bads MUST be distributed Drainage must be provided to avoid ponding. UBC -97 Code. 4.5 -7489 0.17 0.36 0.59 to On ha Permanent bract[ is rig required (by others) M =Yes Bldg EnclosedLLocation 5 6 6308 0.23 0.72 0.96 each �y equally. mutt! ply w th ars, use 3 nails min. Into thecarig member. prevent rotation/�plirg See FFii16 91 and ANSI/TPI 1-1995. 10.3.4.5 and 10.3.4.6. Truss Location =Fid Zone Hurricane/Ocean Line = No, Category = B 6-7 -6172 0.08 0.19 0.27 For --tore than 2pIy use additional faster- Continuous lateral bracing attached to flat Bldg Lergtll = 90.00 ft LMdth = 29.50 It BC FORD AXL BND CSI ers as Indicated (turn the back pys, or use TC as Indicated. Lumber must be stnichrral Mean roof height = 12.71 fl, mph = 80 8-9 2886 0.19 0.05 0.24 arty otller approved detail (by others). + + + + + + + + + + + + + + + + + + + + + + grade. Brace @ 24" o.c. unless rioted. PLATING BASED ON GREEN UBC Standard pccvpanty, Dead Load = 26.0 psi 9.10 2884 0.19 0.09 0.2 10.11 2610 0.17 0.09 0.26 LUMBER VALUES. 2-PLYI Nail w/10d BOX stagggqered (NDS -97 Sect 12) in: TC- 2/R WEBS- 2/11 ---------LOAD CASE # I DESIGN LOADS ---------------- Dir LPtf LLoc R.PH RLoc U./TL TC Vert 64.00 0-0-0 64.00 6. 11-12 3318 0.22 0.09 0.31 12-13 3318 0.22 0.13 0.35 17- 0 0.50 TC Vert 128.00 17- 6. 0 128.00 23- 6- 0 0.44 13-14 5568 0.36 0.310.67 TC Vert 64.00 23-6-0 64.00 29- 6. 0 0.50 14-15 5475 0.35 0.13 0.49 BC Vert 20.00 0- 0- 0 20.00 23- 6- 0 0.00 BC VM 40.00 23-6-0 49.50 29- 6- 0 0.19 WEB FORCE (SI WEB FORCE CSI Type Itis X.Loc UL/TL 2-9 89 0.08-13 4868 0.75 TC Vert 281.0 23- 6- 0 0.38 2-10 -334 OAD13 -3806 0.34 BC Vert 1462.0 23. 4.8 0.38 3-10 282 0.6413 805 0.12 3-11 972 0.514 1592 0.25 4-11 -4700.05 5 10 S 0-4-3 TRUSWA ® SYSTEMS 4445 Northpark Dr. Colo Springs, CO 80907 TrusPlus 6.0 Ver: T6.3.9 2-PLYS 1 2 REQUIRED r6 00 r 5-10-15 r 4 6 7 r 3� -6.00 6-0-0 -6.00 1 1`x.151 29�A I� 8 9 10 11 12 13 14 15 Truswel Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates end false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). VARN/N Read all notes on this sheet and give a copy of it to the Erecting Contractor. done In eaerdartce with Ore ahem versions or TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. 98acited, ideas adterwise noted. Brecktg shown Is for lateral suppan of oanpdrems members only to reduce birching length. This componnd BW nd be pieced In"erwiromMm drat will Cause the nrolnlure [intent of the wood to exceed 19% aMror cause connector plate corrosion. Fabricate, handb. tredidl end brooe, the buss M accedence wah 'JOINT DETAILS' by Tnnwal,'ANSI1 PI 1', WTCA 1' -Wood Tens Council Of Amedce Standard Design ResponitUitles, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' {HIB -91) and HIB -91 SUMMARY SHEET' by TPI. The Tnrse Plate Institute(TPI) Is located at D'Onohb Drive. Madison, Wisconsin 53719. The American Fowl and Paper Association (AFPA) N iocated el 1111 lath Street. NW, Ste 800, Wastington, DC 20036. 6- -6 2 0A-3 R FESS/ a y d. C045982 ;V a Exp: 12131106 Co Ix. �Q O OF CALF 4/29/2003 Cust: da W0: Drive _C_ bstest_L00005_300001 Dsgnr: me #LC = 14 WT: 220# TC Live 16.00 psf DurFacs L=1.25 P=1.15 TC Dead 16.00 psf Rep Mbr 8nd 1.00 BC Live 6.00 psf O.C.Spacing 2- 0- 0 BC Dead 10.00 psf Design Spec UBC -97 TOTAL 42.00 psf DEF.Ratio: L1360 TC: L/360 6 11 3-7 DC 0-4-3 1 2 3 6 - 7 600 -6.00 L 6-M -600 5.6 4-10 r -64) 8 9 10 11 12 13 14� 7-2-7 2 0-4-3 R f ESS I�� e l � s`r9Fyt, a a. 0045982 ;a L Exp: 12/31106 cIV14 �P Job Name: bstest Truss ID: C2 Qty: 1 WARN/N Read all notes on this sheet and give a copy o/it to the Erecting Contractor. BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 1239 5.ST 1.50" TC 2x4 DFL #IB Btr. BC 2x4 DFL #1 & Btr. Platlng spec ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord tracing applied per the following Scheduschedule:max 2 29- 3- 4 1407 5.50' 1.50' WEB 2x4 DFL STUD MULTIPLE LOAD CASES. oc. max .c. from to Dsgnr: me - - -- PLATE VALUES PER ICBO RESEARCH REPORT #1607. BEARING REQUIREMENTS shown are based ONLY TC 24.00' 16- 1- 0 21- 6.0 TC Live TC FORCE AX. BIND CSI Loaded for 10 PSF non -concurrent BOLL on the buss material at each bearing. This thus Is designed using the TC Dead 1-2 -2216 0.03 0.28 0.31 Continuous lateral bracing attached to flat Drainage must be provided to avoid ponding UBC -97 Code. BC Live 2-3 -1792 0.02 0.28 0.30 TC as Indicated. Lumber must be structural PLATING BASED ON GREEN LUMBER VALUES. Bldg Enclosed = Yes 3.4 -2774 0.06 0.28 0.33 4-5 -2357 0.10 0.39 0.49 grade. Brace @ 24" o.c. unless noted. Colo Springs, CO 80907 Truss Location = End Zone BC Dead 5.6 -2052 0.03 0.12 0.15 Design Spec UBC -97 TrusPlus 6.0 Ver: T6.3.9 Hurricane/Ocean Line = No , Exp Category = B . b7 -2237 0.04 0.21 0.25 Bldg Length = 90.00 ft, Bldg Wkith = 29.50 R TOTAL 42.00 psf DEF.Ratlo: U360 TC: L/360 Mean roof height = 13.17 It, mph = 80 BC FORCE AXL BIND CSI UBC Standard Oavpancy, Dead Load = 26.0 psf- 8-9 1910 0.24 0.110.35 9.10 1893 0.19 0.18 0.37 10.11 1436 0.15 0.18 0.33 11-12 1436 0.15 0.14 0.29 12-13 1796 0.19 0.14 0.33 13-14 1939 0.25 0.15 0.40 WEB FORCE CSI WEB FORCE CSI ' 2-9 120 0.0*12 -1508 0.43 2-10 -4610.1412 657 0.20 3-10 423 0.1913 252 0.08 3.12 1614 OAM3 -1610.05 MAX DEFLECTION ((span) L/9509 IN MEM 12-13 (LIVE) L= -0.10" D= -0.16"'T- -0.26' t 6 11 3-7 DC 0-4-3 1 2 3 6 - 7 600 -6.00 L 6-M -600 5.6 4-10 r -64) 8 9 10 11 12 13 14� 7-2-7 2 0-4-3 R f ESS I�� e l � s`r9Fyt, a a. 0045982 ;a L Exp: 12/31106 cIV14 �P 4'- Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Girded plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 4I� 9IZ003 WARN/N Read all notes on this sheet and give a copy o/it to the Erecting Contractor. Cust: da WO: Drive C bstest L00005 300001 arra eons In acoordarroe with theanew versions of TPI and AFPA ae,lan standards. No respornieniy Isassumed for dimensional acwrecy. Dsgnr: me - - -- #LC = 14 WT: 187# RUC I/'/a A WA 41tachad. TC Live 16.00 psf DurFaa L=1.25 P=1.15 V Y Y yryese otherwise noted. Brntlng sfwwn is For lateral support of components members only to reeucs bream krglh. TNe campam TC Dead 16.00 psf Rep Mbr Bnd 1.15 ® SYSTEMS SW not be pieced in any emftm d met won cause the mcisture cement of tine wood to exceed 19% endow cease connector plate corrosion. BC Live 0.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr. Febecete, handle, melee and brace the trues lo accord -wain JOINT DETAILS' by Truswal,'ANSVrPI 1'. WTCA V -Wood Truss Council Colo Springs, CO 80907 of Annan s Standard Design ResponsUfflee, MANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 TrusPlus 6.0 Ver: T6.3.9 {HIB -91) arm WIB-91 SUMMARY SHEET by TPI. The Tuna Plate Institute (TPQ Is located at D'Onafrb Drive, Mason, Wisconsin 53719. The Arnedren Forest end Paper Association (AFPA) Is located at It I I 19th Street. NW, Ste 800. Washington, DC 20036. TOTAL 42.00 psf DEF.Ratlo: U360 TC: L/360 4'- Job Name: bstest Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H'(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). Truss ID: C3 Qty: 1 BRIG X -LOC REACT SIZEREAD 1 0- 5- 0 1224 3.S0" 1.50 TC 2x4 DFL #I & Btr. 8C 20 DFL #1 & Btr. Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 2 29.3- 4 1400 5.50" 1.50' WEB 2x4 DFL STUD MULTIPLE LOAD CASES. per die following schedule: max o.c. from to BRIG HANGER NOTE 1 HLIS26 PLATE VALUES PER ICBO RESEARCH REPORT #1607. BEARING REQUIREMENTS shown are based ONLY TC 24.00" 14- 1- 0 19- 6- 0 horizontal I bads are riot �r� for Loaded for 10 PSF non-conaarent BCl I Continuous lateral bracing attached to flat on the tens material at each bearing. Drainage must be provided to avoid ponding This Inns Is designed using the UBC -97 Code. SEE SIMPSON CATALOG FOR ADDITIONAL. INSTALLATION NOTES TC as indicated. Lumber must be structural grade. Brace @ 24" o.c. unless noted. PLATING BASED ON GREEN LUMBER VALUES. Bldg Enclosed TrussLocation YErd Zone unless otherwise need. Bracing elw.m Is for lateral support of components members only to reduce buckling length. This cornponerd TC Dead 16.00 psf Hunicanp/Oman Line = No , ECategory = B Bldg L = 90.00 R Bldg 1Ardth = 29.25 R TC FORCE 04 34 0 CSI 1-2 -2131 0.04 0.34 0.38 shall not De Placed in any environment Oral vM cause the moisture cadent of the wood to exceed 19% and/or cause connector plate corrosion, BC Live roof h Mean roof height = 13.17 ft, mph = 80 2-3 -1855 0.05 0.25 0.30 4445 Northpark DF Fabricate• twx5e. lull and brace Ihts Wse in ecmrdance with JOINT DETAILS' by Tnnwal,'ANSI/TPI 1•. WTCA t' -Wood Truss Council UBC Standard Occupancy, Dead Load = 26.0 psf 3-0 -2131 0.04 0.19 0.22 Colo Springs, CO 80907 dAnwe a Standard Design ResponWbll lbs, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' 4-5 -1648 0.05 0.39 0.44 10.00 psf Design Spec UBC -97 Truslplus 6.0 Ver: T6.3.9 5.6 -1878 0.02 0.19 0.22 6-7 -2203 0.04 0.23 0.27 The American Forest and Paper Aswdmia, (AFPA) Is beefed at 1111 19th Street. NW. Ste 900, WasNnglon. DC 20039. TOTAL 42.00 psf BC FORCE AXL BND CSI 8-9 1829 0.23 0.27 0.50 9.10 1824 0.23 0.09 0.32 10.11 1415 0.15 0.13 0.28 11-12. 1866 0.20 0.13 0.33 12-13 '1866 0.20 0.16 0.35 13.14 -1899 0.19 0.16 0.35 14.15' 1901 0.24 0.12 036 WEB FORCE CSI WEB FORCE CSI r 2-9 62 0.0E-13 -277 0.26 - 2-10 -345013131 4840.15 3-10y 403 0.11213 -314 0.14 3-11 1206 0.8714 86 0.03 4-11-10140.42 L 9-10-15 1 2 3 5 6 7 MAX DEFLECTION (fin) L/999 IN MEM 11-12 (LIVE) L= -0.08' D= -0.13' T= -0.21' [-- 6.00 C-1 " -6.00 ' 6.00 5-5 5-10 5 6-2-11 3-4 3-4 7-:1-7 4-6 3-7 L 0.55--13 1.5-4 2.5-4 4-4 S=34 1.5.4 0.4-3 3-7 s 29-2-12 h 8 9 10 11 12 13 14 15 Id. 00459112 M Exp: 12131106 CIV14 ne %Tr i. -- " Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H'(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 4/29/2003 WAR IN Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da WO: Drive C_bstest_L00005_300001 and dare In amadahoe with the current varslooa of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dsgnr: mC #LC = 14 WT: 194# TC Live 16.00 psf DurFacs L=1.25 P=1.15 RS WA unless otherwise need. Bracing elw.m Is for lateral support of components members only to reduce buckling length. This cornponerd TC Dead 16.00 psf Rep Mbr Bnd 1.15 ® SYSTEMS shall not De Placed in any environment Oral vM cause the moisture cadent of the wood to exceed 19% and/or cause connector plate corrosion, BC Live 0.00 psf O.C.Spacing 2- 0- 0 4445 Northpark DF Fabricate• twx5e. lull and brace Ihts Wse in ecmrdance with JOINT DETAILS' by Tnnwal,'ANSI/TPI 1•. WTCA t' -Wood Truss Council Colo Springs, CO 80907 dAnwe a Standard Design ResponWbll lbs, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 Truslplus 6.0 Ver: T6.3.9 {HIB•91) andMIB•91 SUMMARY SHEET by TPI. The Tena Plate frMitute (TPI)Is located at D'Onohlo Drive, Madison, Wisconsin 53719. The American Forest and Paper Aswdmia, (AFPA) Is beefed at 1111 19th Street. NW. Ste 900, WasNnglon. DC 20039. TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 Job Name: bstest I Truss ID: C4 Qty: 1 BRIG X -LOC REACT SIZE REQ'D 1 0. 5- 0 1224 3.50" 1.50" TC BC 2x4 DFI #1 & W 2x4 DFL #1 & Bb,. Pla[i spec : ANSI/TPI - 1995 THIS spec IS THE COMPOSITE RESULT OF ThIs design based an lard bracing applied 2 29- 3- 4 1400 5.50" 1.50' WEB 2x4 DFL STUD MULTIPLE LOAD CASES. per the following schedule: max o.c. from to BRG HANGER NOTE 1 HUS26 - _ 2x4 DFL STANDARD 3-11 BEARING REQUIREMENTS shown are based ONLY TC 24.00" 11-10-15 17-6-0 Itorl� baare ds. d� for PLATE VALUES PER ICBO RESEARCH REPORT #1607. Ora must be provided to avoid ponding PLATING BASED ON GREEN LUMBER VALUES. on the trans material at each bearing Loaded for 10 PSF non-corecurrent BELL This tens Is designed using the UBC -97 Code. SEE SIMPSON CATALOG TC Dead 16.00 psf Continuous lateral bradng attached to flat Bldg Enclosed = Yes FOR ADDITION/LL INSTALLATION NOTES BC Live 0.00 psf TC as Indicated. Lumber must be stnutural Truss Location = End Zone Febrkete, hendb, Ymfall and braoe No trues in accordance with -JOINT DETAILS' by Truswel,'ANSVTPI 1', WTCA 1 --Wood Trues Council grade. Brace @ 24" o.c. unless noted. Hurricane/Ocean Line = No, Exp Category = B Bldg Length = 90.00 R Bldg Width = 29.25 ft TC FORCE 04 38 0 CSI 1-2 -2121 0.09 0.38 0.42 BC Dead 10.00 psf Design Spec UBC -97 Mean roof ht = 13.21 m Occupancy, �Load X26.0 2-3 -1718 0.02 0.22 0.24 UBC Standard Dead psf 3-4 -1486 0.05 0.40 0.45 TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 4-5 -1723 0.02 0.22 0.24 ` 5.6 -2178 0.04 0.26 0.29 BC FORCE AXL BND CSI 7-8 1813 0.23 0.22 0.45 8-9 1812 0.18 0.20 0.38 9-10 1476 0.15 0.20 0.35 10.11 1476 0.15 0.20 0.35 11-12 1868 0.19 0.20 0.39 12-13 1871 0.24 0.08 0.32 WEB FORCE CSI WEB FORCE CSI 2-8 126 O.OIFl l 4160.13 2-9 -397 0.29!11 -4580.31 3-9 403 0.12-12 152 0.05 3.11 490.03 MAX DEFLECTION (span) 11-7-1111-10-15 r U999 IN MEM 9-10 (LIVE) L=-0.07* D- -0.11" T- -0.17* 1 2 i4 5 6 r6 00 r 5-" r -6.00 6-2-10 4-6 0-5-13 3-7 1 29-2-12 f� 7 8 9 10 11 12 13 7- -6 2 0-4-3 R FESSI � a lk y d C045982 X M Exp: 12131106 P c1V14��� Truswal Systems Plates are 20 ga. unless shown by "18"(18 go.), "H"(16 go.). or "MX"(TWMX 20 go.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 4I2.7I ZOO S WARN/N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da WO: Drive C bstest L00005 J00001 and done in accordance with the current versions d mm TPI end AFPA design standards. No responsibility Is assumed for dimsionel accuracy. Dsgnr: me - _ #LC = 14 VJT: 182# RS WA TC Live 16.00 psf DurFacs L=1.25 P=1.15 . unless olnerMse noted. Brad rp shown Is for lateral support of co nponents member only to reduce buckling length, This conpon ent TC Dead 16.00 psf Rep Mbr Bnd 1.15 ® SYSTEMS" not be placed in arty emk Virgin d Net will cause the moisture mrdml of the wood to exceed 19% and/or rause connttttm plate oxroslon. BC Live 0.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr. Febrkete, hendb, Ymfall and braoe No trues in accordance with -JOINT DETAILS' by Truswel,'ANSVTPI 1', WTCA 1 --Wood Trues Council Colo Springs, CO 80907 of Arnedce Standard Design Responsibilities, 14ANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES BC Dead 10.00 psf Design Spec UBC -97 TrusPlus 6.0 Ver: T6.3.9 4HIB-91) end HIS -91 SUMMARY SHEET by TPI. The Trans Plate Institute (rP0 Is located at D'Onohio Drive. Madison, Wisconsin 53719. The Amnon- Forest end paper Ansodatlon (AFPA) b located I t 111 19th Street. NW. Ste 890. WasNngton, DC 20038. TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 Job Name: bstest o 0 Truss ID: D1 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0.5- 0 1846 3.50" 1.9T TC 2x4 DFL # 1 & W. 2x6 DFL #2 2-4 Plat ng spec ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 2 23-3- 4 2005 5.50' 2.14' BRG HANGER NOTE BC 2x4 DFL #1 & Btr. MULTIPLE LOAD CASES.max per the following schedule: o.c. from to 1 HLIS26 WEB 7x4 DFL STUD BEARING REQUIREMENTS shown are based ONLY TC 24.00" 5-10-15 17-6-0 Ranges are not designed for PLT BLK 2x4 DFL # 1 & Btr. Loaded for 10 PSF non -concurrent BCI I on the truss material at each bearsng This truss is designed using the SEE SIMPSON tel bads. SEE CATALOG Pemhanent brad lsrequired (by others) tD rota topp8 HIB -91 PLATE VALUES PER ICBO RESEARQI REPORT# 1607. Drains must be ed to avoid . UBC -97 Code. Bldg Enclosed Yes ADDITIONAL FOR ADDITIONAL INSTALLATION NOTES prevett rg .See and AN51/TPI 1-199 ; 3.4.5 and 10.3.4.6. PLATING BASED ON GREEN LUMBER VALUES. Continuous lateral brad attached to flat n9 TC as Indicated. Lumber must be structural Brace 24" Truss Location End Zone Hunicane/Ocean Une = No ,Category = B . TC FORCE AXL BND GSI grade. @ o.c. unless noted. Bldg Length = 90.00 it, Bldg tlh = 23.38 R 1Kd 1-2 -3320 0.09 0.60 0.69 Mean roof height = 11.71 ft, mph = 80 2-3 -4556 0.18 0.56 0.75 t 23-2-12 �s 7 8 s � UBC Standard OttupancY, Dead Load = 26.0 psf 3.4 -4556 0.18 0.53 0.72 10 ------LOAD CASE #1 DESIGN LOADS --------------- 45 -3390 0.09 0.37 0.46 Dir L Loc L Exp: 12/31/06 TC Vert 64.00 0. 3- 4 64.00 6.0- 0.50 BC FORCE AXL BND CSI tri Civil. 9� TC Vert 128.00 6- 0- 0 128.00 17- 6- 0 0.50 6-7 2880 0.37 0.52 0.89 0fi CAL1F�' , TC Vert 64.00 17- 6- 0 64.00 23- 6- 0 0.50 7-8 2889 0.37 0.23 0.59 BC Vert 40.00 0- 3- 4 40.00 23-6-0 0.00 8-9 2967 0.38 0.23 0.60 4/29/2003 Type lbs X.Loc LL/TL 9.10 2956 0.38 0.28 0.65 TC Vert 137.5 6, 0.0 1.00 Drive_ C_ bstest_L00005_100001 �'1 end done In mewdance will, the mored versions of TPI and AFPA design standards. NoWO: espaNamylsassumedfadimenslonalaccuracy. TC Vert 137.5 6- 0. 0 0.00 WEB. FORCE CSI WEB FORCE CST RJ W� TC Vert 128.1 17- 6- 0 1.00 2-7 . • 183 0.068 1700 0.52 DurFacs L=1.25 P=1.15 ® SYSTEMS TC Vert 128.1 17- 6.0 0.00 2-8 1784 0.969 2110.07 Rep Mbr Bnd 1.00 4445 Northpark Dr. 3.8 -9610.19 BC Live 0.00 psf O.C.Spacing 2- 0- 0 MAX DEFLECTION ( n) :. L/999 IN al America Standard Design RespanNdllties, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf MEM 748 LIVE) L= -0.13' D= -0.22 T= -0.35" TrusPlus 6.0 Ver: T6.3.9 {MIB -91) NW -HIB -91 SUMMARY SHEET by TPI. Thermo Rate Institute (TPI) b located at D'Onofrb Ddve, Madison, Wisoonsin 53719. The A erloan Foresi and Paper Asaaiatlen )AFPA) h baled et 1111 19th Street. NW, Ste 809, WasMngta,, DC 20036. TOTAL 42.00 psf t 5-7-11 2 t 3 t 4 5-10-15 5 t 1 600 - F 11 6-0 r -6.0� 3-2-1 o 0 -D lit 4-4 5-5 4-4 4- 3 L z 1.5-0 H5125 1.5-4 04-3 P R FESS/ e t 23-2-12 �s 7 8 s � 9 10 d C045982 M M TYPICAL PLATE: Exp: 12/31/06 tri Civil. 9� 0fi CAL1F�' , Truswal Systems Plates are 20 ga. unless shown by "18'(18 ga.). "H"(18 ga.), or MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shill gable stud plates to avoid overlap with structural plates (or staple). 4/29/2003 WARN/N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da Drive_ C_ bstest_L00005_100001 �'1 end done In mewdance will, the mored versions of TPI and AFPA design standards. NoWO: espaNamylsassumedfadimenslonalaccuracy. Dsgnr:me #LC= 14 WT: 146# RJ W� TC Live 16.00 psf DurFacs L=1.25 P=1.15 ® SYSTEMS unless aUnrwise noted. Bracing Oxmn Is for lateral uWat of eomponerds members only to reduce budding length. TMs tompamem alW nd be dud in"arwWw"erd.,al mora CQuee the moisture oonterd alme mood to exceed 19% andfor rause connectorplate aarosim. TC Dead 16.00 psf Rep Mbr Bnd 1.00 4445 Northpark Dr. Fabian a, handle. tonall and urate via truss In accerdehae with 'JOINT DETAILS- W Tanwal, •ANSVTPI r, wren r -woos Tone Carmai BC Live 0.00 psf O.C.Spacing 2- 0- 0 Coto Springs, CO 80907 al America Standard Design RespanNdllties, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec CIBC -97 TrusPlus 6.0 Ver: T6.3.9 {MIB -91) NW -HIB -91 SUMMARY SHEET by TPI. Thermo Rate Institute (TPI) b located at D'Onofrb Ddve, Madison, Wisoonsin 53719. The A erloan Foresi and Paper Asaaiatlen )AFPA) h baled et 1111 19th Street. NW, Ste 809, WasMngta,, DC 20036. TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 Job Name: bstest BRG X -LOC REACT SIZE REQ'D 1 0• S- 0972 3.50" 1.50" 2 23-3- 4 1148 5.50' 1.50" BRG HANGER NOTE 1 HUS26 horimttfal re bads, designed for SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES TC FORCE AXL BND tS2 1-2 -1669 0.02 0.28 0.30 2-3 -1621 0.02 0.08 0.11 3.4 -1531 0.04 0.17 0.20 4-5 -1531 0.04 0.17 0.20 54 -1694 0.02 0.08 0.10 6.7 -1732 0.02 0.18 0.20 BC FORCE AXL BIND CS1 B-9 1424 0.18 0.19 0.37 9.10 1234 0.12 0.33 0.45 10.11 1252 0.12 0.33 0.45 11-12 1252 0.12 0.18 0.30 12-13 1490 0.19 0.09 0.28 WEB FORCE CSI WEB FORCE CSI 2-9 -144 0.0310 3610.11 3A 2830.W12 3530.11 3.10 385 0.1212 -174 0.03 4.10 --302 0.09 MAX DEFLECTION (l n) i L/9991N MEM 9.10 LIVE L- -0.06" D- -0.10" T= -0.17" A TC 2x4 DFL # I & Btr. BC 20 DFL #I & BIT WEB 2x4 DFL STUD PLATE VALUES PER ICBG RESEARCH REPORT #1607. Loaded for 10 PSF non -ornament 801 Continuos lateral bracing alladied to flat TC as Indicated. Lumber must be structural grade. Brace lid 24" D.C. unless noted. 4-1-10 4-413 Truss ID: D2 Plating Spec: ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. BEARING REQUIREMENTS shown are based ONLY on the truss material at each hearing. PLADrainage must be provided to avoid pordl TING BASED ON GREEN LUMBER VALUES. IL I 7-7-11 t t 7-10-15 l 1 2 13 4 6 71- 6.0 t 74;-0 t 6.0� Qty: 1 This design based on chard bracing applied per the following schedule: max o.c. from to TC 24.00" 7-10-15 15- 6- 0 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Une = No ,t Category = B Bldg Length ref = 90.00 ft, Bldg Idth = 23.38 It height = 12.21 ft, mph = BO UBC Standard Occupancy, Dead Load = 26.0 psi 5- -6 IE 0-4-3 �1 t 9 c, 23-2-12 f 18 -2� m 9 10 11 12 13 C7 d. C045982 7 M Exp: 12131/06 CIVI �Q 4 OF CA�,FL Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 4I29�2O03 WARNIN Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da WO: Drive_C_1tistest_L00005 ]00001 and aorta a soocrdarhoe with ft current verolons of TPI and AFPA design standards. No reapomiWlily h m assued to Oimenslow nal eaary. Dsgnr: mc #LC = 14 WT: 143# RS WA TC Live 16.00 psf DurFacs L=1.25 P=1.15 urft a od+erwise noted. Breang Uw»n Is for letena suppan of c xnponenne member only to reduce budding length. This oomponent TC Dead 16.00 psf Rep Mbr Bnd 1.15 SYSTEMSOW 4445 Northpark Dr. net be aepad in any wMronmm4 that ads -se the nalstue content of tM wood to "meed 19% a Ww cause co -d" pets ow -ion. Fabricate, handle. Inhered end brace dts tons In accoreance with 'JOINT DETAILS' by Tnnwal,'ANSI1TPI 1', WTCA 1' -Wood Truss Cwnd1 BC Live 0.00 psf O.C.Spacing 2- 0- 0 Colo Springs, CO 80907 Of America Standard Dealgn Responaib9l11es, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 TIUSPIuS 6.0 Ver: T6.3.9 ;„Is.g1A 1) and FIS MARY SHEET' by TPI' The Tons Plate Institute frPO le located at D'Onohio Drive, Madison, Wisconsln 53719. � and Paper Aesodation (AFPA) is locoted .111111 lath Street, NW. Ste 800, Washington, DC 29036. TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 Job Name: bstest 6-''-3 Z 0-0-3 TC 2x4 DFL #I& Btr. BC 20 DFL #I&Btr. GBL SIX 2x4 DFL SPUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL PLATING BASED ON GREEN LUMBER VALUES. Truss ID: G1 • Plating spec • ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. BEARING REQUIREMENTS shown are based ONLY on the truss Pennanen bracing is set each red (6by others) to - prevent rotation/topplirg. See HIB -91 and ANSI/TPI ANSII 1.1995. 10.3.4.5 and 10.3.4.6. BUILDING DESIGNER MUST VERIFY GABLE LOADS! [+] gable bracing required @ 58" intervals, H exposed to wind load appplied to face. See 'General Gable Deta!Ls , C002065035. r 12-6-0r 12-0 r 1 2 3 4 5 6 7 8 9 10 ll 12 13 14 15 16 17 18 19 F6.00 -6.00 34 'I 25-0-0 f� 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 TYPICAL PLATE: 1.5-4 OVER CONTINUOUS SUPPORT This tuns is designed using the UBC -97 Cade. Bldg Enclosed = Yes Tuns Location = End Zone Hurtkanle/Ocean Une = No, Exp Category = 8 Bldg Len n h = 90=00 136dg Width mph = cl80 00 R MeaUBC Standard Occupancy, Dead Load = 26.0 psf ---------LOAD CASE #I DESIGN LOADS ------ Dir L.Ptf LLoc R.Plf !-Loc LL/TL TC Vert 118.00 0-0-0 184.00 12-6-0 0.27 TC Vert 184.00 12-6-0 118.00 25-G-0 0.42 BC vert 20.00 0-0-0 20.00 25-0-0 0.00 7 15 2 0-4-3 it C045982 Exp: 12131/06 civil- i Truswal Systems Plates are 20 ga. unless shown by "18"(18 go.), "H"(16 ga.), or "MX"(TWMX 20 go.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 4I�9�2O0 WARN/N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da WO: Drive bstest_L0000S_]00001 W-4 done In exordo, with the amend versions of TPI and AFPA design standards. No respensiblity Is assumed for dime clona al aoxacy. me _C_ #LC 14 WT: 203# S WA TRU%thadmd, TC Li TC Live 16.00 psf DurFacs L=1.25 P=1.15 ureess O&wwi a noted. Bracing sham b for titters! support of conpovards members only to reduce b cklM length. This campontern TC Dead 16.00 psf Rep Mbr Bnd 1.00 ® SYSTEMS shall not be graced in arty amtrament mat wn cues nre moisture rodent of the wood to exceed 19% andror rause corrector plate corrosion. BC Live 0.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr. Fabricate. horde. Install and brace lite hues in scoordence with ',JOINT DETAILS' by rnMM,'ANSIrM r. WTCA r -Wood Truss emmal Colo Springs, CO 80907 of Anwics Standard Design Respotsilhenbs, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 TrusPlus 6.0 Ver: T6.3.9 {HI13-91) and MIS -91 SUMMARY SKEET by TPI. The Tnus Ptete Instime (TPI) Is located at D'Onohb Ddve, Madison, Wisconsin 537,9. The Arnarten Faeat and Paper Association (AFPA) is located at 1111 19th Street. NW. Ste 800, Washington. DC 20038. TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 Job Name: bstest BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 1218 5.50' 1.50" 2 24- 9.4 1218 SW 1.50" TC FORCE AXL BND CSI 1-2 -1780 0.02 0.32 0.34 2-3 -1571 0.02 0.32 0.33 34 -1571 0.02 0.32 0.33 4.5 -1780 0.02 0.32 0.34 BC FORCE AXL OND CSI 6-7 1522 0.15 0.29 0.44 7-8 1010 0.10 0.29 0.39 B-9 1010 0.10 0.29 0.39 9-10 1522 0.15 0.29 0.44 WEB FORCE LSI WEB FORCE CSI` 2.7 -370 0.279 572 0.18 3-7 572 O.1F9 -3700.11 Nan U9991�MEM 07 B(s 1VE) L= -0.07" D= -0.12 T- -0.19' TC 20 DFL #I & BIT. BC 20 DFL #1 & Btr. WEB 20 DFL STUD PLATE VALUES PER ICBG RESEARCH REPORT # 1607. Loaded for 10 P5F non-corxxment BOLL Truss ID: G2 Plating spec ' ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. BEARING REQUIREMENTS shown are based ONLY on the truss material at each bearing PLATING BASED ON GREEN LUMBER VALUES.• 12-6-0 1 2 3 4 51 F6 00 -6.00 This buss Is designed using the UBC -97 Code. Bldg Enclosed = Yes Tess Location = End Zone Hunicane/Ocean Line = No, EVf� Category = 8 BldMeggn roof h = i0.00 111, 36� mph = 25kdth 00 It UBC Standard Occupancy, Dead Load = 26.0 psf 3 5-6 5-6 6 -3 1.5-4 1.54 7 15 3-6 3-6 3: 0-4-3 2.5� S=3� 0-4-3 R F ESS / 2.54 NS►� to ���,� 9 � . d C045982 ;am 6 B s 10 Exp: 12131106 Lr> CIVIL �Q Up CALF Tnfswal Systems Plates are 20 ga. unless shown by'18'(18 go.),'H'(16 got.), or'MX'(rWMX 20 go.). positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 4/29/2003 ARN/N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da and done M accordance withft e,rrerd versdans of TPI and AFPA design standards. No responsibility esrs y aned for dimerhslerud accuracy.Dsgnr: WO: Drive C_bstest_L00005_J00001 me # LC = 14 WT: 142# TRUS WA L TC Uve 16.00 psf DurFars L=1.25 P=1.15 unless otherwise noted. Bredrq mown is for littered support of components members only toad" educe b cklIng length. This co nponerd TC Dead 16.00 psf Rep M br Bnd 1.15 ® SYSTEMS er shm not be paved In any wtronn erd nut win cause cause the moisture content or the wowto exceed 19% encause von WW plate con -Ion. BC Live 0.00 psf O.C.Spacing 2- 0- 0 44455 Northpark Dr. Fabricate, handle• kWM and baca ids trues in accordance with 'JOINT DETAILS' by Tnrewal,'ANSI/TPI 1', WTCA 1' -Wood Truss Council Colo Springs, CO 80907 of a Standard Adan ResportelblXbs, 11/WDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES BC Dead 10.00 psf Design Spec UBC -97 TrisPlus 6.0 Ver: T6.3.9 {MB -91) and 111691 SUMMARY SHEET by TPI. The Tnae Plate Institute (TPI) ie located at D'Onohb Orly . Madison, Wisconsin 53719. The American Forest end Paper Association (AFPA) lecm bed at 1111 1901 Street- NW, Ste soca. Washington, DC 20038. TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 Job Name: bstest Truss ID: G3 Qty: 2 BRG X -LOC REACT 522E REQ'D 1 0- 2-12 1331 5.50" 1.50" TC Zx4 DFL #1 9 ft. BC Plat[ rg spec : ANSI/TPI - 1995 This tum is designed using the 2 24- 9- 4 3783 SSG" 2.02" 2x6 DFL #2 2x6 DFL SS I1-14 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. UBC -97 Code. Bldg Enclosed = Yes TC FORCE AXL BND CSI 1-2 -2487 0.010.06 0.08 WEB 2x4 DFL STUD Lumber shear allowables are per NDS -97. Loaded for 10 PSF BEARING REQUIREMENTS shown are based ONLY on the trim material at each bearing Truss Location = End Zone Hurricane/Ocean Une = No ,Exp Category = B =Ch 2-3 -2186 0.10 0.00 0.10 non -concurrent BOLL Permanent brad Is required (by others) to PLATE VALUES PER ICBO RESEARCH[ REPORT# 1607. + + + + + + + + + + + Bldg Length = 90.00 R Bid;- 2500 R 3-4 -1841 0.010.06 0.06 Ooppll See HIB -91 + + + + + + . + + + + Mean roof height = 13.36 R, mph = 80 4-5 -1839 0.010.05 0.06 preverrt . and ANSI/TPI 1-199 ; 10.3.4.5 and 10.3.4.6. Nail pattern shown is for PLF bads only.UBC Concentrated bads MUST be d-lsbibuted to Standard Occupancy Dead Load = 26.0 psf Sfi -2750 0.010.14 0.15 6 7 -5022 0.07 0.33 0.40 PLATING BASED ON GREEN LUMBER VALUES. each ply equally. On multi -ply with hargens, ---------LOAD CASE # 1 DESIGN LOADS ----- Dir L.Plf LLoc R.Plf R.Loc LL/TL 2-PLYI Nail w/IOd BOX �aggered (NDS -97 use 3nails min. Into the orrylrg member. TC Vert 64.00 0- 0- 0 64.00 25- 0- 0 0.50 � FORCE AXL OND C51 Sed- 12) M: TC- 2/R BC- 7fR WEBS- 2/ft For more than 2 p1,, use addltonal fasten- BC Vert 20.00 0- 0- 0 20.00 25- 0- 0 0.00 - 8-9 2174 0.14 0.04 0.19 ers as indicated from the back ptys, or use Type... lbs X.Loc LL/TL 9-10 2172 0.14 0.04 0.18 any other approved detail (by others). BC Vert 2712.0 22- 3- 8 0.38 10-11 1894 0.12 0.04 0.16 ++++++++++++++++++++++ BC Vert 302.0 240-0 0.38 11-12 2347 0.09 0.06 0.15 12-13 4424 0.16 0.29 0.46 13-14 4489 0.17 0.74 0.91 WEB FORCE CSI WEB FORCE C51 2-9 67 0.05-11-1129 0.12 2-10 -317 0AB12 1035 0.16 3-10 260 0.6412-2415 0.23 3-11 -445 0.8533 1959 0.30 4-11 1347 0.21 2-PLYS r 1 2 3 14 5 6 7 REQUIRED600 6.00 5-0 R SWAB ® SYSTEMS 4445 Northpark Dr. Coto Springs, CO 80907 TrusPlus 6.0 Ver: T6.3.9 i 25-0-0 1 8 9 10 11 12 13 14 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.). "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple) WARN/NGRead all notes on this sheet and give a copy of it to the Erecting Contractor. and dorhe In eomrdarhce witlh the curetd verdins of TPI and AFPA design eterdarda. No reaporgidliy hu le eesned for dimensional eoaxecy. t lltterlted. bless etltervAse noted. &BNrp shown Is for lateral support of corrvorwds members omy to reduce b ck irg leVh. TNs Wmponere sW neh be placed M arty erhvhamnm that will cease the moletue cerderd of the wood to exceed 19% endear cause connector date corrosion. Fsbkete, handle, butes and trace "ll bust, In eccordanoe with 'JOINT DETAILS' by Tn»wal,'ANSIrTPI 1', WTCA 1' -Wood Tena Council of Amwke Standard Design Respateblitee, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' {NIB -B1) erd HIB -91 SUMMARY SHEE-r by TPI, The Tnne Plate InstiMe (TPI) Is kcafed at D'Orafdo Drive, Madison, Wisconsin 53719. The MwkBn Forest end Paper At,sodetbn (AFPA) Is bcated at 1111 19th Street. NW. Ste 600, Was"w. DC 29039. - a C045982 Exp: 12/31/06 I- CIVIL 4/29/2003 Cust: da WO: Drive_( _bstest_L00005_300001 Dsgnr: me #LC = 14 WT: 186# TC Live 16.00 psf DurFacs L=1.25 P=1.15 TC Dead 16.00 psf Rep Mbr Bnd 1.00 BC Live 0.00 psf O.C.Spacing 2- 0- 0 SC Dead 10.00 psf Design Spec UBC -97 TOTAL 42.00 psf DEF.Rato: L/360 TC: L/360 r!. Job Name: bstest " Truss ID: G4 Qty: 4 BRIG X -LOC REACT SIZE REQ'D 1 0• I-12 1109 3.50' 1.50" TC 2X4 DFL #I & Btr. BC 2x4 DFL # I & Str. Plating spec • ANSIlTPI - 1995 THIS This miss k designed trslrg the 2 22- 1-12 936 3.50" 1.50" BRIGNOTE. WEB 2x4 DFL STUD DESIGN 15 THE COMPOSITE RESULT OF MULTIPLE LOAD CASESER UBC -97 Code. Bldg Enclosed =Yes H1�6 PLATE VALUES PER ICBO RESEARCH REPORT #1607. for 10 PSF BEARING REQUIREMENTS shown are based ONLY Tori Location = End Zone Hangers are notLoaded thortranfai9n� non corKvrtent BCLL End verticals designed for axial bads only. Extensions below on the friss material at each bearing PLATING BASED ON GREEN LUMBER VALUES: Hurricane/Ocean Line = No, Exp Category = B Bldg Length = 90.00 ft, Bldg Width = 22.29 R SEE SIMPSON CATALOG above or the truss profile if arrtyry) require additional consideration Mean roof height = 13.36 k mph = 80 FOR ADDITIONAL INSTALLATION NOTES by otlhers) for horiz. bads on the bldg. Design Spec UBC -97 UBC Standard Occupancy, Dead Load = 26.0 psf TC FORCE AXL BND CSI 1-2 -1563 0.010.33 0.34 TOTAL 42.00 psf DEF.Ratio: V360 TC: L/360 2-3 -1354 0.01 0.33 0.34 34 -1092 0.02 0.27 0.28 4-5 77 0.010.27 0.28 BC FORCE AXL BND CSI 6-7- 1332 0.13 0.31 0.44 7-8 804 0.08 0.310.39 8-9 804 0.08 0.26 0.34 9-10 687 0.09 0.26 0.35 WEB FORCE CSI WEB FORCE CSI 2.7 -376 0.14.9 1080.03 3-7 595 0.1010 -12110.51 3-9 23,1010-10 -650.01 MAX DEFLECTION ( n : - L/999 IN MEM 7 B LIV � L= 0.06• D-41 T--0.16' , 12-6-0 1 2 9-9-8' , 3 4 5 66 00 -6.00 6-''-3 0-4-3 5-6 2.5-4 CP 0045982 Exp: 12131106 CiVI%. i Truswal Systems Plates are 20 ga. unless shown by "18"(18 go.).'H"(18 ger.), or'MX'(TWMX 20 ger.), positioned per Joint Details Report. 4/29/2003 Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). " ARN/N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da -TRUS and none In accordance e a ra wtth d aXq erversions of TPI and AFPA design standards, No responsibility I, assumed Ter a nensla al axx re y. WO: Drive_ C_ bstest_L00005_300001 Dsgnr: me # LC = 14 WT: 139# WATC Live 16.00 psf DurFacs L=1.25 P=1.15 ®SYSTEMS ,Ness ome,wae need. Bracing eho Is for lateral support of oat pab,ne n,e,nbers only to reduce buckling length. Tits ceponert shall not be placed In any erw6erment duet cam cause the moisture content of the wood to 19% TC Dead 16.00 psf Rep Mbr Bnd 1.15 exceed angor cause oo recta pate conuslcn. Febrlcete, handl°• Instae 'JOINT BC Live 0.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr: and brace 1hla hues In accordance with DETAILS' by Tri-al,'ANSUTPI 1'. WTCA 1' -Wood Tons Council Colo Springs, CO 80907 ofAnwira Standard Design Responsibilities, TINIDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 TILSPIus 6.0 Ver T6.3.9 SHEET by TPI. The Truss Plate Ir s0tute (TPI) la located a D•Onohb Ddve, Madison• W scans n 53719. -(HIS-91) 'HIB -91 SU Paper flunerican aper Association (AFPA) is orated at 1111 191h Street, NW, Ste B00. WasMrrgtcrl. DC 20036. TOTAL 42.00 psf DEF.Ratio: V360 TC: L/360 N Job Name: bstest BRG X -LOC REACT SIZE REQ I6 1 0- 1-12 1104 3.50" 1.50' 2 22- 1-12 936 3.50' 1.50' BRIGHANGERER NOTE Hangers are not designed for horfrontal bads. SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES TC FORCE AXL BND CSI 1-2 -1597 0.02 0.28 0.30 2-3 -1083 0.010.28 0.29 34 -897 0.010.08 0.09 4-5 -1038 0.01 0.19 0.20 5-6 -1001 0.01 0.19 0.20 BC FORCE AXL BND (5! 7-8 1360 0.17 0.10 0.28 8-9 1357 0.17 0.09 0.26 9-10 859 0.09 0.11 0.20 10-11 891 0.09 0.110.20 11.12 891 0.09 0.110.20 12-13, -52 0.00 0.10 0.10 WEB FORCE CSI WEB FORCE CSI 2-8 :' 188 0.0610 -38 0.03 2-9 -5450.3512 -300 0.07 3-9 266 0.09-12 9500.29 4-9 108 0.0313 -9100.16 4.10 159 0.05 MAX DEFLECTION(spa ) L/999 IN MEM 7-8 (LIVET L= -0.03" D= -0.0 T= -0.08" 6-2-10 0-4-3 TC 2x4 DFL #I & W. BC 2x4 DFL #I Bn Btr. WEB Zx4 DFL STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607 Loaded for 10 PSF non -concurrent BCU - PLATING BASED ON GREEN LUMBER VALUES. e Truss ID: G5 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. BEARING REQUIREMENTS shown are based ONLY on the tons material at each bearing. Drainage must be provided to avoid ponding. End verticals designed for axial loads only.. Extensions above or below the tons profie if any) require additional consideration by others) for horiz. bads on the bldg. 1 9-2-7 1 2 4 5 --6A F6.00 -600 5-6 Wtv: This tens Is designed using the UBC -97 Code. Bldg Enclosed = Yes Tens Location = End Zone Hurricane/Ocean Une = No, Exp Category = B Bldg Length = 90.00 it Bldg Wdth = 22.29 ft Mean roof height = 13.21 ft, mph = 80 UBC Standard Occupancy, Dead load = 26.0 psf 7-2-6 1 7 2.5-4 -1 22-3-8 r 7 8 9 10 11 12 13 - e C045982 Exp: 12131106 ' Clvlk- r I t Truswal Systems Plates are 20 ga. unless shown by *18'(18 ga.). "H"(18 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Clyded plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 1 41291200 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. .dam r - e C045982 Exp: 12131106 ' Clvlk- r I t Truswal Systems Plates are 20 ga. unless shown by *18'(18 ga.). "H"(18 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Clyded plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 41291200 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da Drive_C_bstest_L00005 ]00001 oq done In e000rda ce with the current versions of TPI and AFPAWO: design standards. No msporsidliy Is asaumcM for dimensional ecwrecy. Dsgnr: me #LC = 14 WT: 161# ^ w /� R\'/'// TC Live 16.00 psf DurFacs L=1.25 P=1.15 LJ Y Y /� .,�,� wee noted. e.sarp .raven is for lateral support of oomponenta nremhers only to reduce buckling length. This component TC Dead 16.00 psf Rep Mbr Bnd 1.15 SYSTEMSshad nol be paced in enc emlromnent that vAn rause the mdahae cadent of the wood to exceed 19% andfor cause connector plate corrosion. BC Live 0.00 psf O.C.Spacing 2- D- D Northpark Dr. Fabricate, handle, blares and brace this tr se M accordance wIM 'JOINT DETAILS' by TAs M.'ANS1rTPl 1', WTCA 1' -Wood Tons Council Co/o Colo Springs, CO 80907 Of standard R Design eeportsibilifIes• TUWDLINO INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 TrusPlus 6.0 Ver: T6.3.9 -(HB-91) and "B-91 SUMMARY SHEET by TPI. The Truss Rae Institute (TPI) is located at D'Onoble Drive, Madison, Wisconsin 53719. The Arrnedren Forest and Papa Association (AFPA) Is located at 1111 I91h Street. NW, Ste 800, Washington, DC 20036. TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 9-10-15 1- 4 Job Name: bstest 1 2 4-; 6 7 Truss ID: G6 Qty: 1 BRIG X -LOC REACT SIZE REQ'D 1 0. 2-12 1108 5.50" 1.5(r TC 20 DFL #1& Btr. BC 20 DFL #I & BIT. Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF This design based on dad bracing applied 2 22-1-12 933 3.SW 1.50" WEB 2x4 DFL STUD MULTIPLE LOAD CASES. per the following schedule: max o.c. from to _ PLATE VALUES PER ICBO RESEARCH REPORT #1607. BEARING REQUIREMENTS shown are based ONLY TC 24.00" 9-10-15 13. 5- 5 TC FORCE AXL BND CSI Loaded for 10 PSF ran -concurrent BCL- on the truss material at each bearing. TC 24.00" 14.9- 7 22- 3- 8 1-2 -1606 0.02 0.18 0.20 2-3 -1232 0.010.14 0.15 Continuous lateral bracing attached to flat Drainnaaggee must be provided to avoid ponding This buss Is designed Using the 3-4 -1054 0.02 0.14 0.16 TC as indicated. Lumber must be structural grade. Brace @ 24" o.c. unless rated. PLATING BASED ON GREEN LUMBER VALUES. End verticals designed for axial bads only. UBC -97 Code. Bldg Enclosed = Yes 4.5 -1017 0.010.07 0.08 5.6 -918 0.010.16 0.18 Extensions above or below the tries profile Tess Location = End Zone 6-7 0 0.00 0.16 0.16 �byd a cry) require additional consideration Hurricane/Ocean Line = No, Category = B others) for horiz. loads on the bldg. Bldg Length = 90.00 It, Bldg tMdtth = 22.29 ft SC FORCE AXL BND CSI Mean roof height = 12.93 ft, mph = 80 8-9 1373 0.17 0.06 0.23 UBC Standard Occupancy, Dead Load = 26.0 psf 9.10 1370 0.14 0.08 0.22 ) ?� F ESS l� 10.11 1037 0.110.06 0.17 3-7 11-12 1037 0.110.33 0.44 12-13 567 0.06 0.33 0.38 9 c WEB FORCE CSI WEB FORCE CSI 2-9 ' 1210.%12 292 0.09 y 2-10 -3840.115812 5820.18 " a C045982 a 3-10 294 0.®13 -948 0.70 22.3 a , 4.10 - 290.M13 -1050.05 4-12 -W 0.26 B 9 10 11 12 13 9-10-15 1- 4 1 2 4-; 6 7 6� 00 L 7-5-0 r 5-0 .5-4 5� r � _ 14 3-4 5 -8 CA 10 4A "3 , 1.5-4 3-7 S=3A 2.5-4 ) ?� F ESS l� 3-7 9 c y r 401 " a C045982 a A 22.3 a , B 9 10 11 12 13 Exp: 12/31106 Lr> CIVIL �Q 9 OF CpL 1F�� Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 4I2.7IZOO WARN/N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da WO: Drive_C_bstest_L00005 J00001 acid done In e000rdarhce wth tlhe ehxrere verelorn of TPI arM AFPA design standerda. No'esporhsibiliry bassumed for dimensional aowmcY. - Dsgnr: me #LC = 14 WT: 169# IRtS WA TC Live 16.00 psf DurFacs L=1.25 P=1.15 unless otherwise noted. Bracing stem is for lateral supporta ca po oris members only to reduce buckling length. This comPww•m TC Dead 16.00 psf Rep Mbr Bnd 1.15 � SYSTEMS a be - ^aaOed In arty envk°^nhnd tot will caulks the molahxe Content of the wood to exceed f 0% mWor cause connectm plate corrosion. BC Live 0.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr. Coto Springs, CO 80907 Fabrkete, hands. Install and bra°° this truss In e«aearcn with 'JOINT DETAJLS' by Truswel. •ANSIfrPI 1•, WTCA r.Wood Tens Council of Arrherlce Standard Design Responsibilities, TIANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 Trusfts 6.0 VeT: T6.3.9 {HIB -91) mid -MB•91 SUMMARY SHEET by TPI. The Tnne Plate InsUMe I TPI) b located et D'Onohb Odve, Meson, Wisconsin 53719. The Amedcmh Forest mho PeperAssocuttl n (AFPA) Is located m till 19th Street. NW. Ste &DO. WelkNrgton, IAC 20038. TOTAL 42.00 psf DEF.Ratio: L1360 TC: L/360 Job Name: bstest BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 1108 5.ST 1.50" 2 22-1-12 933 3.50" 1.50" TC FORCE AXL BND CSI 1-2 -1622 0.02 0.15 0.17 2-3 -1398 0.01 0.07 0.08 3-0 -1227 0.02 0.12 0.14 4-5 -948 0.010.30 0.30 5.6 0 0.00 0.37 0.37 BC FORCE AXL BND CSI 7-8 1394 0.18 0.09 0.27 8-9 1394 0.14 0.20 0.34 9-10 1358 0.14 0.20 0.34 10.11 1358 0.14 0.34 0.48 11-12 674 0.07 0.34 0.41 WEB FORCE CSI WEB FORCE CSI 2.8 35 0.09.11 -7690.40 2-9 -218 0.11 7350.23 3-9 3810.1212 -%50.47 4-9 -179 0.0912 -1840.13 MAX DEFLECTION (( )) .� L1999 IN MEM 9. IO IIVE) L= -0.06" D- -0.10' T- -0.I5" TC 2x4 DFL #I 8 Btr. BC 2x4 DFL #I Ll Btr. WEB 20 DFL STUD 2x4 DFL STANDARD 5-12 PLATE VALUES PER ICBO RESEARCH REPORT At 1607. Loaded for 10 PSF non -concurrent BCI I Dralrwce must be provided to avid ponding. PLATING BASED ON GREEN LUMBER VALUES. End verticals designed for axial loads any. Externlorls above or below the truss Profile t ) require additional consideration by others) for horiz. loads on the bldg. a • Truss ID: G7 ®Web tracing required at each location shown. See standard details OlO87001-001). Plating spec ANSI I - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. BEARING REQUIREMENTS shown are based ONLY on the truss material at each bearing. Continuous lateral tracing attached to flat TC as Indicated. Lumber must be structural grade. Brace @ 24" o.c. unless noted. - , 5-5-4 h 1 2 4 5 6 6 00 I--�` `-1 r6 00 r 5-5-0 r This design based on chard bracing applied per the following schedule: max o.c. from to TC 24.00" 7-10-15 11-5-0 TC 24.00" 16-9-7 22-3-8 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Une = No, ECategory = B Bldg Length = 90.0010 Bldg WdU1 = 22.29 R Mean roof height = 13.43 ft, mph - 80 UBC Standard Occupancy, Dead Load = 26.0 psf 5 -6 14_ � 64-8 3-4 7_ 10 4-4 • 0-4-3 S_3 2.5-4 3-7 2.5-4 PR FESS/ _ li a 0045982 ;a lin 7 8 9 10 11 12 - Exp:12f31f06 `rl C1V11. �Q OF Cpt.1E Truswal Systems Plates are 20 ga, unless shown by "18"(18 go.),'Will 6 go.), or "MX"(TWMX 20 go.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 4I�9IZ003 WARNIN Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da WO: Drive_C_bstest�L00005_J00001 rid done in s000rarce with the arrant Malone of TPI and AFPA design standards. No respon•Ibiuy Is asswned for dimensional eoarwy. Dsgnr: me #LC = 14 WT: 160# RS I NA TC Live 16.00 psf DurFacs L=1.25 P=1.15 we.s wwwlse noted. Broov ahown is rot lateral uvprl of components n nhbers ohty to reduoe buckling length. TNs cornponerd I TC Dead 16.00 psf Rep Mbr Bnd 1.15 ® SYSTEMS "not be in any rwkorxnent that we orAe the nwlsare content or the wood to eromd 19% and/or rause connector pre oomslon. BC Live 0.00 psf O.C.Spadng 2- 0- 0 4445 Northpark Dr. Colo Springs, CO 80907 FaMoste, handle, Install and bane this truss In etoadente with 'JOINT DETAILS by Truewel, 'ANSIrn l 1'. WTCA 1' -Wood Truss Council of Amrka Stardsed Design Responsibilities. HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES BC Dead 10.00 psf Design Spec UBC -97 TrusPlus 6.0 Ver: T6.3.9 {HIB -91) and HIB -91 SUMMARY SHEET by TPI. The Tnrne Plate InstWe (TPQ Is located at D'Onof o, Drive, Madison, Wisconsin 53719. The Amefkm Forest and Paper Aeeodatlon (AFPA) Is brad at 1111 19th Street, NW, Ste 800. WasNnglon, DC 20038. TOTAL 42.00 psf DEF.Ratio: L/360 TC: V360 Job Name: bstest 7 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #I & Btr. 1 0- 2-12 1694 5.50" 1.81' BC 2x4 DFL #1 & Btr. 2 22-1-12 1692 3.5(r 1.80' WEB 2x4 DFL STUD Lumber shear albwables are per NDS -97. TC FORCE AXL BND CSI PLATE VALUES PER ICBO RESEARCH REPORT #1607 1-2 -2719 0.06 0.27 0.33 Loaded for 10 PSF non-cancume t BCL_ 2-3 -2996 OAS 0.34 0.48 Drainage must be provided to avoid ponding. 3d -1653 0.03 0.27 0.31 Continuous lateral bracing attached to flat 4-5 -832 0.01 0.23 0.24 TC as Indicated. Lumber must be structural 5-6 -689 0.01 0.48 0.48 grade. Brace @ 24" o.c. unless noted. BC FORCE AXL BND CSI D C End verticals designed for axial loads on 7-8 2362 0.30 0.23 Extensions above or below the truss profile 8A 2371 0.30 0.08 0.38 If arrrryy) require add tbrhal consideration by for horiL 9-10 3030 0.38 0.08 0.47 others) bads on the bldg. 10.11 1369 0.13 0.12 0.26 PR FESS/ 11-12 1369 0.17 0.110.29 12-13 168 0.00 0.22 0.22 O ` WEB FORCE CSI WEB FORCE C51 2-8 174 0.05-12 -1133 0.87 2-9 758 0.25}12 -226 0.21 3-9 -3210.0342 1496 0.46 9c 3-10 -1837 OOa13 -1605 0.90 4-10 9560.29 y i 5-10-15 600 Truss ID: G8 Web tracing required at each location dawn. ® See standard details (TX01087001.001). Plating spec' IWSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. BEARING REQUIREMENTS shown are based ONLY on the Inuss Permanent bracing is l required at each (bey others) to prevent rota00oNtoppling. See HIB -91 and ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. PLATING BASED ON GREEN LUMBER VALUES. 9 3 4 6 wly: This design based on lord bracing applied per the following schedule: max o.c. from to TC 24.00" 5-10.15 9- 5- 0 TC 24.00" 18- 9. 7 22- 3- 8 This truss Is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurrkane/Ocean Line = No , Exp Category = B Bldg Length = 90.00 R Bldg Width= 22.29 R Mean roof height = 13.93 ft, mph = 80 UBC Standard Occupancy Dead Load = 26.0 psf -----LOAD CASE # 1 DESIGN LOADS -.-------- Dir _Plf I1.oc R.Plf R.Loc U./TL TC Vert 64.00 0- G- 0 64.00 6- 0- 0 0.50 TC Vert 128.00 6. 0- 0 128.00 10.0.0 0.44 TC Vert 64.00 10-0-0 64.00 18-10.13 0.50 TC Vert 128.00 18-10-13 128.00 22- 3- 8 0.25 BC Vert 40.00 0-0-0 40.00 9- D- 0 0.00 BC Vert 20.00 9-0-0 20.00 22- 3- 8 0.00 Type lbs X.Loc UJITL TC Vert 281.0 6.0.0 0.38 TC Vert 261.0 18-10-13 0.38 BC Vert 150.0 20- G- 0 0.38 1 7 4-0 � 14 5- 6 7 4-0 � 14 5- 6 ro 7- -8 8-19-10 3-10 0-4-3 1.5-4 3-7 4-10 2.5-4 S=3� 24 PR FESS/ O ` 9c y 22-3-8 d. C045982 a m 7 8 9 10 11 12 13� All Exp: 12/31106 OF CA��F Tnrswel Systems Plates are 20 ga. unless shown by "18'(18 ga.), "H"(16 ga.), or'�W(TWMX 20 ga.), positioned per Joint Details Repot. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 4/29/2003 WARN N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da Drive. ]00001 Drild"InSCOUft with the stand versions or TPI and AFPA design standards. No respm onsibliily is assumed (« dimensional accuracy. r. -C -bstest -L00005 Dsgnme - #LC = 14 WT: 177# w RS I/'/a TC Live 16.00 psf DurFats L=1.25 P=1.15 Y Y / l . Unle" ,,ores. ITrodr g Brown Is fw li teraf suppon or components�„I� rony to reduce a,cknrg Ienalh. Ttils o«nponern TC Dead 16.00 psf Rep Mbr Bnd 1.00 ®SYSTEMSaloe - be pieced b e ry ernban e t Thal wa cause ey maeNe content of the wood to exceed 19% endl« cause correct« date corrosion. BC Live 0.00 psf O.C.Spacing 2 0 0 4445 Northpark DI. Fabricate. handle, tretan and tram this Wee M accordance with 'JOINT DETAILS by Tmswal, 'ANSI/TPI 1', WTCA t' -Wood Truss Council Colo Springs, CO 80907 of Arnedea Standard Design Responslblrtbe, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 TrusPlus 6.0 Ver: T6.3.9 {M891) end 'HIS -91 SUMMARY SHEET by TPI. The Truse Plate Institute (TPQ Is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is bated at I I t I I9th street, NW, Ste Boo, Westilngton. DC 20938, TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 JJob Name: bstest TC 2x4 DFL #1 & BIT BC 20 DFL #1 & BIT. GBLBLK 20 DFL STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Valley Teas application only; not designed for wind bad applied to the face. Web bract PLATInG is ON fw. LUMBER VALUES. Truss ID: H1 PWtlng spec ' ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. BEARING REQUIREMENTS shown are based ONLY on the truss material at each hearing. MMMmust be provided to avoid ponding. tlnuous lateral bra attadxd to flat TC as Ind cated. lumber must be stnrctural grade. Brace @ 24" o.c. unless noted. 1- . 1-7-5 1 r 1 2 3 4 6 7 8x00 L 6 �Q -6.00 4-4 Qty: 2 This design based on Chord bracing applied per the following schedule: max o.c. from to TC 24.00" 1- 7. 5 7- 8- 6 This fuss Is designed using the UBC -97 Code. &dg Erxdosed = Yes Teas Location = End Zone Hunicate/Ocean Une = No ,Category = B Bldg Length = 90.00 ft, Bldg dth - 29.50 R Mean roof height = 10.64 ft, mph = 80 UBC Standard Ocaipancy, Dead toad = 26.0 psf 1-1 4-4 13 2-6 2-6 1- 1E 03U U 0j3 ?R FESS/ s� 1 S�9Fyc 8 9 0 11 12 y TYPICAL PLATE: 1.5-4 OVER CONTINUOUS SUPPORT d• 0045982 X M Exp: 12131106 31 CIVIV OF CpL1��� Truswal Systems Plates ere 20 ga. unless shown by'18"(18 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 4/29/2003Circled WARN/N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da WO: Drive_C_1tistest_L00005_300001 and dale In a000rdence with the current versions of TPI and AFPA design standards. No msponsidlity is assumed for dimensional ooctnw. Dsgnr: me #LC = 13 WT: 41# /� /� S'/��/ � TC Live 16.00 psf DurFacs L=1.25 P=1.15 Y Y /� . Canelo otMrmse noted. Bracing shown is for lateral support of compo rerte members only to reduce buckling lerglh. This component TC Dead 16.00 psf Rep Mbr Bnd 1.15 ® SYSTEMS °^.,11 A 11 be pl pact In"envir—MM mat Will rause the mash" oomenl of the wood to exceed 19% Andra cause connector pate corrosion. BC Live 0.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr. Fabricate, handle, hrstas and brace this truss In accordance with 'JOINT DETAILS by Tnlswal, 'ANSIrrPl 1'. WTCA 1' -Wood Toros Council Colo Springs, CO 80907 of Americe Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 TrusPlus 6.0 Ver T6.3.9 -(HIB-91)and SUMMARY M MARY SHEET by TPI. The Truss Ptete Institute (TPI) b betted at D'Onotrb Drive, Madison, Wisconsin 53719. e&91M1) F-9 aper Aseoaatbn (AFPA) b located at 1111 19th Street. NW, Ste sop, Washington. DC 20036. TOTAL 42.00 psf DEF.Ratto: L/360 TC: L/360 r; t Job Name: bstest BRG X -LOC REACT SIZE REgD 1 0.1-12 427 3.50" 1.50' 2 9- 3- 0 427 3.50" 1.SW TC FORCE AXL BND CSI - 1-2 -596 0.00 0.05 0.05 2-3 -508 0.00 0.09 0.09 34 -596 0.00 0.05 0.05 - BC FORCE AXL BND CSI 5.6 502 0.06 0.02 0.09 6.7 508 0.06 0.02 0.09 7-8 S02 0.06 0.02 0.09 WEB FORCE CSI WEB FORCE CSI 2-6 690.02-7 690.02 MAX DEFLECTION ( ' nn� 1.1999 IN MEM 67 I""' L- -0.01" D= -0.01 T- -0.01' TC 2x4 DFL #I & BIT. BC 2x4 DFL #I & W. WEB 2x4 DFL STUD PLATE VALUES PER ICBG RESEARCH REPORT # 1607 Drainage must be provided to avoid ponding. Truss ID: H2 Plating spec : ANSIMI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. BEARING based ONLY material at each bearingg on the PLATING BASED ON GREEN LUMBER VALUES. I 3-7-5 I I 3-7-5 t 1 2 3 4 600 I 2-0-0 -6.00 5-6 Qty: 2 This design based an chord bracing applied per the following schedule: max o.c. from to TC ' 24.00" 3- 7- 5 5- 8- 6 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Tens Location = End Zone Hunicane/Ocean Line = No, Category= B Mean roof th = 90.00 ft, Bldg left h = 29.50 ft 80 UBC Standard hOccupancy, Dead Load -= 26.0 psf 2-2-15 0][3 R FESS/ " ` Ss9Fyc y Oil ;am Exp: 12131106 CIVIL nr %or� _ Tntswal Systems Plates are 20 ga. unless shown by "18"(18 go.). "H"(16 go.), or "MX"(PhMX 20 go.); positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 4/29/2003 WARNIN Read all notes on this sheet and give a copy of it to the Erecting Contractor. oust: da WO: Drive_C_bstest_L00005_300001 end done In ecoddence with the amens veralma of TPI end AFPA design standards. No res ponaidlity is assumed ran tlimerulorhel emaacY. Dsgnr: me #LC = 13 WT: 45# ^ I/'/a w R \ TC Uve 16.00 psf DurFacs L=1.25 P=1.15 V Y Y /'� SYSTEMS"not . uniess otl arwise noted. Bracing shown Is for lateral support of ownponeras membera only to reduce Wdcang length. TNs componeM be paced In any arMorrne d that will cause the moisture content or the wood to 19% TC Dead 16.00 psf Rep Mbr Bnd 1.15 emxed andlcn cease comedor plate coroabn. faWkete, 'JOINT BC Live 0.00 psf O.C.Spacing 2- D- 0 4445 Northpark Dr. handle. ►Man and tw this trues In accordance win, DETAILS' Tnrewml,'ANSIrrPI 1•, wrCA 1• -Wood Tons Cowndl M Colo Springs, CO 80907 of Arnerka Standard Deai1 Responsibilities. IIANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 TruSPlus 6.0 Ver: T6.3.9 {HIB -91) eM HB -91 SUMMARY SHEET by TPI. Tho Tons Plate Institute (TPI) b kcMat D'Onohk Drive. Madison. Wlsoondn 53719. ' The American Forest and Paper Aaaodatkn (AFPA) Is located at 1111 19th Street. NW, Ste 800, wasNngton, DC 20036. TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 Job Name: bstest Truss ID: K1 Qty: 1 BRIG X -LOC REACT SIZE REQ'D 1 0. 1-12 1104 3.50" 1.50" TC 20 DFL AI & Btr. BC 2x4 DFL Fl & Btr. Plating spec ' ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the 2 11-10.4 1104 3.SO" 1.50" WEB 20 DFL STUD MULTIPLE LOAD CASES. UBC -97 Code. Bldg Erldosed = Ya 16.00 psf GBL BLK 2x4 DFL STUD BEARING REQUIREMENTS shown are based ONLY Tnrss Location =End Zone TC FORCE AXL BND 61 1-2 -1907 0.03 0.25 0.28 2-3 -1948 0.03 0.16 0.19 PLATE VALUES PER ICBO RESEARCH REPORT p 1607. May use adequate staples for gybes blocks. BUILDING on the truss material at each bearing. Ptmlarlent brad is required (by others) to ' Hurricane/Ocean Une = No, Epp Category = B Bldg Lerrattr = 90.00 R Bldg llrit = 12.00 R 3-4 -1948 0.03 0.16 0.19 45 -1907 0.03 0.25 0.28 DESIGNER MUST VERIFY GABLE LOADSI [+] gable bradrto required @ 58" intervals, N prevent rota to ling. See fHIIB-91 and ANSi/TPt 1-1 10.3.4.5 and 10.3.4.6. Mean rod height = 11.74 R, mph = 80 UBC Standard gcc Tory, Dead Load = 26.0 psr .-Tosed to wifnd bad applied to face. PLATING BASED ON GREEN LUMBER VALUES. ------LOAD CASE AI DESIGN LOADS ------ BC FORCE AXL BND CSI See General Gable Details", 0002065035. THE TOP CHORD MAY BE NOTCHED 1.5" Dir LPIr LLoc R.PIf R.Loc UITL TC Vert 118.00 154.00 6-0-0 0 6-7 1701 0.22 0.30 0.52 7-8 978 0.12 0.08 0.21 DEEP @ 24" O. C.NO OVER CUT (MAX.).( 60-0-0 TC Vert 154.00 .4 0 118.00 12. 0. 0 B-9 1701 0.22 0.30 0.52 IS ALLOWED. ALL PLATES MUST BE FULLY - - BC Vert 20.00 0 0 0 20.00 12- 0 0 000 . .00 INTACT AND PRESSED IN THE WOOD PER WEB FORCE CSI WEB FORCE CSI; TPI. NO NOTCHING IS ALLOWED WITHIN 2-7 -416 0.x•8 908 0.28 12" OF THE HEEL PLATE OR IN THE AREA (•"). 3-7 908 0.2" -416 0.07 GABLE STUDS ARE REQUIRED AT 24" O. C., MAX DEFLCCTION ) OR LESS, UNDER THE NOTCHED AREA)AND MUST ( L/999 IN MEM 7-8 LIVE) BE FULLY SHEATHED. L- -0.04" D- -0.06 T= -0.10" R SWAB ® SYSTEMS 4445 Northpark Dr. Colo Springs, CO 80907 TrusPlus 6.0 Ver: T6.3.9 I 1 6-020 13 6-* 5 I 6S00 3d -600 TYPICAL PLATE: 1.5-3 4- -0 0-0-4 Truswal Systema Plates are 209a. unless shown by'18"(18 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). Read all notes on this sheet and give a copy of it to the Erecting Contractor. and done In accordance with the axrent versions of TPI and AFPA design standards. No responsibility Is assumed tax dimensional accuracy. ached. unless WWVA a noted. Bracing ahown Is for Island support of components members only to reduce buckling length. Tills component all not be paced In orr, mvkonnent that w0 osuss the mcsturs carters of the wood to exceed 19% anNan rause connector plot. conosion. ibricate, handb. Install and brace this buss In accordance with 'JOINT DETAILS' by Tw3wal,'ANSUTPI 1', W TCA 1' -Wood Tens Council Ammlos Standard Design Responsibilities, NANOLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' 118.91) and HI13-91 SUMMARY SHEET by TPI. The Tens Plate Institute (TPO Is located at UOnafdo Drive, Madison, Wiecansio $3719. e American Forest and Paper Association (AFPA) M located at 1111 19th Street, NW, Ste 800. Washington, DC 20036. XId. 0045982 ;am Exp: 12131106 CIVIL l)F CA`1FQ� 4/29/2003 Cust: da WO: Drive_C_bstest_L00005_)00001 Dsgnr: me #LC = 13 WT: Ill# TC Live 16.00 psf DurFacs L=1.25 P=1.15 TC Dead 16.00 psf Rep Mbr Bnd 1.00 BC Live 0.00 psf O.C.5pacing 2- 0- 0 BC Dead 10.00 psf Design Spec UBC -97 TOTAL 42.00 psf I DEF.Ratio: L/360 TC: L/360 404.- Job Name: bstest BRIG X -LOC REACT SIZE REQ'D 1 0. 1-12 672 3.SW 1.50" 2 11-10-4 672 3.50" 1.50" TC FORCE AXL BND CSI 1-2 -695 0.01 0.22 0.23 2-3 -695 0.01 0.22 0.23 BC FORCE AXL BND CSI 4-5 557 0.07 0.16 0.23 5.6 557 0.07 0.16 0.23 WEB FORCE CS1 WEB FORCE CSI 2-5 1740.05 MAX DEFLECTION ( n) : L/999 IN MEM 5 6 LIVE) L- -0.02" D= 403 T- -0.04" TC 2x4 DFL #I & Btr. BC 2x4 DFL #1 & BIT. WEB 2x4 DFL STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -cone went BOLL Truss ID: K2 Platlspec : ANSIMI - 1995 THISIESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. BEARING REQUIREMENTS shown are based ONLY on the truss material at each bearing PLATING BASED ON GREEN LUMBER VALUES.' i 6-M 1 6-" 1 1 2 3 600 - -6.0-1 Wtv: This truss Is designed using the UBC -97 Code. Bldg Enclosed = Yet Truss Location = End Zone Hunkane/Ocean Line = No, = B Bldg Length = 90.00 R Bldg Nfdth = 12.00 R Mean roof height = 11.74 R, mph = 80 UBC Standard Occupancy, Dead Load = 26.0 psf 3 5.6 3 -3 4-3-15 D 2.6 2.6 1.5-4 R FESS/ y of C045982 ;a m -oro Exp: 12131106 4 5 6 1 9 CIVIL �P Of CAl 1F Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 ga.), or "MX"(IWMX 20 ga.), positioned per Joint Details Report. Circled m plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 4/29/2003 WAR N/N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da WO: Drive_C_bstest_1-00005_)00001 arra done ineomrda ce with the ourent versions of TPI and AFPA design standards No responsibility Is esstarred for dimenslcoal aaaxecT Dsgnr: me #LC = 14 VITT: 59# RS WA TC Uve 16.00 psf DurFacs L=1.25 P=1.15 %ftechad. unless o9wwNe noted. Bracing shown h for lateral 8LWW of comparerds mamm bers only to reduce buckeng length. TNS rnponent TC Dead 16.00 psf Rep M br Bnd 1.15 SYSTEMS 4445 Northpark Dr. not shall be aaoea h arty envirmnent that lots ansa the moisture content of the woad to exceed 19% endtor cause connector plate corrosion. fe°`loste• 1ier°I°• 1114W end bfBO0 nus in- In amoraa"ce wMh '.alar DETAILS by Tnrswat. ANSVrPI I% WTCA 1• -Wood Tn sn Coundl BC Live 0.00 psf O.C.Spacing 2- 0- 0 Colo Springs, CO 80907 of Amarks Standard Design Responalb0tles, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 TrusPlus 6.0 Ver: T6.3.9 {HIS -91) end HIB•91 SUMMARY SHEET by TPI. The Trus Plate Instme (TPI)is located at D'OnoMo Odve, Modlson, Wisconsin 53719. The American Forest and paper Assodation (AFPA) is located at 1111 19th Street. NW, Ste 800. Washington, DC 20036. TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 Job Name: bstest Truss ID: L1 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0. 1-12 414 3.Sir 1.50" TC 2x4 DFL #18 BIT. 8C 2x4 DR. #18: BIT. PWtlrg spec : ANSI/TPI -1995 THIS DESIGN This bun Is designed using the 2 6- 0- 5 1161 3.50" 1.50" 3 10-10.4 1130 3.50' 1.50' WEB 2x4 DFL STUD IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. UBC -97 Code. Bldg Enclosed = Yes 4 21-11-11 1032 3.50" 1.50" 5 17-1-12 1107 3.50" 1.50" GBL SIX 2x4 DFL STUD 2x6 DFL #2 7 ,9 ,11 BEARING REQUIREMENTS shown are based ONLY on the buss material at each bearing Truss Laolion = End Zone Hurricane/Ocean Une = No, Category = B 6 27-10.4 333 3.50" 1.50' 13 ,16 ,20 PLATE VALUES PER ICBO RE=Cr REPORT �t1607. BI Length �•fb = 28.00 ft BldgOft, TC FORCE AXL OND C51 22 24 Install Interior supports betlore erection. to for Loaded for 10 PSF non-aorxvrrmt BCU_ Mark all Interior bearing locations. ea i 3. Mean roof height = 13.74 ft, mph = 80 ph UBC Standard Occupancy, Dead Load = 26.0 psf 1-2 564 0.07 0.70 0.77j',,lae 2-3 387 0.00 0.70 0.70 Aa gable blocks' g"""1NG "c 1GNER L Sf VERIFY GABLE LOADS! permanent bract Is required (by Others) to prevent mtatior toppling See FIIB•91 and -----LOAD CASE #I DESIGN LOADS --•---- Dir LPlf LLoc R.PN R.Loc LL/TL 3-4 311 0.00 (+) gable braeny required @ 58" Intervale, ANSI/TPI 1-1995; 10 3.4.5 and 10.3.4.6. TC Vert 118.00 0-0-0 194.00 14-G-0 0.27 0.44 0.44 4-S 360 0.010.410.41 H to wind load applied to face. PLATING BASED ON GREEN LUMBER VALUES. TC Vert 194.00 14- 0- 0 118.00 26. 0. 0 0.42 5!i 360 0.06 0.64 0.70 See Genera! Gable Details", CD02065035. THE TOP CHORD MAY NOTCHED TC Vert 64.00 26.0.0 64.00 28- 0- 0 0.50 6.7 500 0.06 0.64 0.70 DEEP @ 24" O. C. (MAX.). NO OVER CUT .) UT BC Vert 20.00 0- 0- 0 20.00 28- 0- 0 0.00 BC FORCE AXL BND CSI IS ALLOWED. ALL PLATES MUST BE FULLY 8-9 -336 0.00 0.37 0.37 INTACT AND PRESSED IN THE WOOD PER 9.10 -311 0.000.210.21 TPI. NO NOTCHING IS ALLOWED WITHIN 10.11 90 0.00 0.20 0.20 12" OF THE HEEL PLATE OR IN THE AREA (•••). 11-12 -276 0.00 0.20 0.20 GABLE STUDS ARE REQUIRED AT 24" O. C., 12-13 -276 0.00 0.18 0.19 OR LESS, (UNDER THE NOTCHED AREA)AND MUST 13-14 -297 0.00 0.30 0.30 BE FULLY SHEATHED. WEB FORCE CSI WEB FORCE CSI 2-9 -983 0.2011 -375 0.36 2.10 166 0.0511 -699 0.34 3-10 -7250.11511 1110.03 4-10 -417 0.4813 -870 0.18 MAX DEFLECTION (span): L/999 IN MEM 8 9 0 0 14 L- -0.04" D= -0.06 T= -0.09' p-1 a- 4 5 0 0 6 7� -600 7414 0-0-4 "MUSWA ® SYSTEMS 4445 Northpark Dr. Coto Springs, CO 80907 TrusPlus 6.0 Ver: T6.3.9 s 34 34 2-3 6-0-5 10-1 17-1-1� 21-1_ 1-11 28-M r 8 9 10 11 12 13 14 TYPICAL PLATE: 1.5-3 OVER 6 SUPPORTS Trusival Systems Plates are 20 ga. unless shown by "18'(18 ga.), "H"(18 ga.), or'MX'(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). WARNIN Read all notes on this sheet and give a copy of it to the Erecting Contractor. and done in accordance w8h the current melons of TPI and AFPA design staMerdli. No responsibility is assumed for Eirnensional accuracy. 4tlacited, unless allWMIle octad. Bracing shown is for lateral support of components members only to reduce buckling length. This connponent shed not be Placed In any environment Vml wa cause the molstue coded of the wood to exceed 19% and/or cause connector, pate corrosion. Fabricate. handle, Meng and brace Ws truss in accordance with 'JOINT DETAILS' by Tnrowel, 'ANSIrrPI 1', WTCA 1' -Wood Truss Council of Morita standard Design Respatalbietba, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES 4HI8.91) end HIB ­91 SUMMARY SHEET by TPI. The Toros Plate Institute (TPq Is located at D'Onotrlo Odm. Madison, Wisconsin 53719. The Artwken Forest and Paper Assotlatim (AFPA) Is located at 1111 19th Sheet. NW, Ste 800, Washington, DC 20038. T 8 -0 )-0.4 C045982 70 Exp: 12131/06 CIVIL 4/29/2003 Cust: da WO: Drive_C_bstest_1_00005_JO0001 Dsgnr: me #LC = 44 WT: 364# TC Uve 16.00 psf DurFacs L=1.25 P=1.15• TC Dead 16.00 psf Rep Mbr Bnd 1.00 BC Live 0.00 psf O.C.Spacing 2- 0- 0 BC Dead 10.00 psf Design Spec UBC -97 TOTAL ' 42.00 psf I DEF.Ratio: L/360 TC: L/360 Job'Name: bstest Truss ID: L2 Qty: 2 BRG X -LOC REACT SIZE REQ'D I G-3-6 3872 3.50' 2.06' TC 2X4 DFL #1 ✓➢ 8tr, BC 2X8 DFL # I & BIT. Plati AN51/TPI - 1995 ng spec THIS DESIGN IS THE COMPOSITE RESULT Thk truss k designed using the 2 30.9- 4 7397 S.50" 3.S7" 3 17- 2-12 5515 5.50" 2.S7' WEB 20 DFL STUD OF MULTIPLE LOAD CASES. UBC -97 Code. Bldg E1ICIOSed = Yes 4 27-7-10 3172 2.25 1.69" Lumber shear allowables are per NDS -97. BEARING REQUIREMENTS shown are based ONLY Truss Lootbn = End Zone 0.00 psf PLATE VALUES PER ICBO RESEARCH REPORT #1607. Mark all Interior bearing locations. on the buss material at each bearing. Hurrkane/Ocean Line = No , 8 TC FORCE AXL BND C51 1-2 -3617 0.04 0.36 0.40 Perrrlarlent brad k required (by others) to Loaded for 10 PSF nonconcLin ent BCU_ Install interior supports) before ereRion. Bldg LerlgHr = 90.00 ft, Bldg Width = 27.75 R Mean roof height = 13.74 R mph - 80 2-3 2542 0.15 0.20 0.35 prevent rota It i See B-91 and ANSI/TPI 1-199 ; 10.3.4.5 and 10.3.4.6. PLATING BASED ON GREEN LUMBER VALUES. 2-PLYI Nail w/IOd BOX �aggerect (NDS -97 UBC Standard Occupancy, Dead Load = 26.0 psi - r. CASE 3-4 2486 0.15 0.110.26 ---LOAD # 1 DESIGN LOADS 4-5 2251 0.14 0.10 0.23 Sent 12) In: TC- 2/R BC- 7/R WEBS- 2/R Dir LPH LLoc RPlf RLoc U4TL TC Vert 64.00 0 1.10 64.00 27- 8-12 5-6 2299 0.14 0.19 0.32 0.50 6 7 -2691 0.02 0.27 0.30 BC Vert 790.00 0-0-0 790.00 0 1-10 0.00 BC Vert 810.00 0-1-10 810.00 5- D- 0 0.00 BC FORCE AXL BND C51 BC Vert 980.00 5-0-0 980.00 11- 0 0 0.37 8-9 3217 0.12 0.S6 0.69 BC Vert 20.00 11- 0- 0 20.00 17-0-0 0.00 9-10 3072 0.110.54 0.65 BC Vert 720.00 17- 0- 0 720.00 27- 8-12 0.37 1011 -1599 0.00 0.28 0.28 BC Vert 700.00 27-8-12 700.00 28- 0 0 0.38 11-12 2267 0.08 0.23 0.31 12-13 2267 0.08 0.44 0.52 13-14,2380 0.09 0.49 0.58 WEB FORCE GSI WEB FORCE CSI 2-9 53610.8811-1053 0.16 2-10.6006 05511 -270 0.03 3-10 -289 0.®11-4835 0.52 4-10 -1562 0833 4247 0.65 �R801-g(r�j t 13-10-6 1 13-8-12 r U/gyg ID L- -0.04" D= -0.0 T- -0.12' 2-PLYS 1 2 3 4 5 6 7 REQUIRED F6 00 -600 TRUS ® SYSTEMS 4445 Northpark Dr. Coto Springs, CO 80907 TrusPius 6.0 Ver: T6.3.9 7 -3 4-0 2 0-5-0 5-0 t 27-7-2 r 8 9 10 11 12 13 14 OVER 4 SUPPORTS Truswal Systems Plates are 20 ga. unless sham by'18"(18 ga.), "H"(18 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). Read all notes on this sheet and give a copy of it to the Erecting Contractor. done In eocordanos with the wrent versions of TPI acrd AFPA design stendalda. No responsibility Is assumed for dimensional soau y. ached. Unless COMWIae noted. Bratlng shown Is for lateral u pport of Components membere only to reduce budlhg length. This comporere e11 net be pI In "environrnent that wle cense the molstue Content of the wood to exceed 19% -1/W cwrse WM6do plate CCnMIb bdcate. herds• embers esnd brace dls trues In eoordanoe with 'JOINT DETAILS' by Truewel, 'ANSVTPI V. VJTCA 1•.Wood Tma Council AmOrka Stende d Design RespwWdlNbe• HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' 98.91) and WB -91 SUMMARY SHEET by TPI. The Tws Plate Institute I TPQ Is located at D'Onotrlo Drive. Madson, YWsoonsin 53719. e Arnerlcen Forest and Paper Assodafion (AFPA) h ionated at 1111 19th Street, NW, Ste 800. WashlVon, DC 20038. I 7-3 I 0-5-13 4/29/2003 Cust: da WO: Drive _C_ bstest_L00005_]00001 Dsgnr: me #LC = 20 WT: 230# TC Live 16.00 psf DurFacs L=1.25 P=1.15 TC Dead 16.00 psf Rep Mbr Bnd 1.00 BC Live 0.00 psf O.C.Spacing 2- 0- 0 BC Dead 10.00 psf Design Spec UBC -97 TOTAL 42.00 psf DEF.Ratto: L/360 TC: L/360 > Job Name: bstest Tmswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(18 ga.), or'MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). Truss ID: M1 Qty: 2 BRIG X -LOC REACT SIZE REQ'D 1 0.5.0 2637 3.50" 1.50" TC 2X4 DFL #I & Btr. Plating spec • ANSI/TPI - 1995 This truss is designed using the 2 9- 7-1I 2637 3.5(' 1.50' BC 2x6 DFL #2 WEB 2x4 DFL STUD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. UBC -97 Code. Bldg Erldosed = Yes PLATE VALUES PER ICBO RESEARCH REPORT # 1607. BEARING REQUIREMENTS shown are based ONLY Inas LOcatkXl = End Zone TC FORCE AXL BND CSI 1-2 -3013 0.03 0.15 0.17 Loaded for 10 PSF non -concurrent BCL_ on the truss material at each bearing. Hurricane/Ocean Une = No, F� Category = 8 2-3 -76 0.00 0.12 0.12 PLATING BASED ON GREEN LUMBER VALUES. End verticals designed for axial bads on Permanent Wddrrgg is required ( others) to rotatlotV See HIB -91 and Bldg Length = 90.00 ft, Bldg dth = 9.50ft Mean height = 12.52 It, = 80 TC Dead Extensions above or below the truss profile prevent plirg ANSI/TPI 1-1995; 10.3.4.5 olid 10.3.4.6. roof mph UBC Standard Occupancy Dead Load= 26.0 BC OND CSI.52 SSit any) require additional corxldaation 2-PLYI Nall w/lOd BOX staggered (NDS -97 psf ----LOAD CASE #1 DESIGN LOADS ---- 2655 0.17 00.70 1bY) for h Xtr bads an the bldg. Sect 12) in: TC- 2/R �C- 4/R WEBS 2/R Dir LPtf Linc RPIf RLoc LL/TL Sb 2579 0.17 0.52 0.69 Cob Springs, CO 60907 of Design 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' TC Vert 64.00 0- 3- 4 64.00 9. 9- 8 0.50 WEB FORCE CSI WEB FORCE CSI TTu5Plu5 6.0 Ver: T6.3.9 BC Vert 470.00 0- 0- 0 470.00 0- 3- 4 0.38 BC Vert 490.00 0-3-4 490.00 9-9-8 0.37 2-5 25850.4D6 -1110.01 42.00 psf DEF.Ratio: L/360 TC: L/360 2.6 -30450.31 MAX DEFLECTION ( n L/9991N MEM 45 L= -0.02' D= -0.04 T- -0.06" EHEb 2-PLYS 1 REQUIRED 5-2-15 4-4 0-113 2 3 6 Op 1.54 4 5 6 5-2 15 ' - • �m a, 0045982 (0 Exp: 12131106 CIV14 Tmswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(18 ga.), or'MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 4I�9IZOO ARNI Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da WO: Drive_C_bstest_L00005_JO0001 and done in accordance with the current versions or TPI dna AFPA design standards. No responslaity I. assumed for dirrienskxrel accuracy. Dsgnr. me # LC = 14 WT: 66# R �� TC Live 16.00 psf DurFacs L=1.25 P=1.15 cress olherwlae noted. Bracing sham I. for lateral support or comPonerds members only to reduce buckling length. This aornponern TC Dead 16.00 psf Rep Mbr Bnd 1.00 ® SYSTEMS sh80 not be paced in any awilonn it that will eland° the'niter.° content of the wood to exceed 10% endfor souse connector plate corrosion. BC Uve 0.00 psf O.C.Spaeing 2- 0- 0 4445 Norfhpark Dr. Fabricate. handle. IneW and brace std buss In aaveance with 'JOINT DETAILS' by Tndwal,'ANSVTPI 1', NWCA r -wood rods Council Anredo, Standard Respormblitba• BC Dead 10.00 psf Design Spec UBC -97 Cob Springs, CO 60907 of Design 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' TTu5Plu5 6.0 Ver: T6.3.9 ve, Madi. Wisconsin 53719. -"8-91and-HIB-91 «M SUUMMARY SHEET by TPI. TheTruss Plate Ireatute (TPI) b located at O'Onotrb Drison viper Assoaatlan (AFPA)1.IoWdd at 1111 19M sheet, NW. Ste 800• W&Wngton. DC 20036. TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 Job Name: bstest designed for FOR ADDITIONAL INSTALLATION NOTES TC FORCE AXL BND CSI 1-2 110 0.00 0.410.41 BC FORCE AXL BND CSI 34 75 0.00 0.82 0.82 WEB FORCE CSI WEB FORCE CSI 2-4 -255 0.01 MAX DEFLECTION ( n L/999 IN MEM 34 LIVE) L= -0.07" D- -0.11 T- -0.17" TC 2x4 DFL # 1 & Btr. BC 2x6 DFL SS WEB 20 DFL STUD Lumber shear allowables are per NDS -97. PLATE VALUES PER ICBO RESEARCH REPORT # 1607. ++++++++++++++++++++++ Nall pattern shown Is for PLF bads only. Concentrated bads MUST be distributed to each qty equally. On mutts -ply with ha use 3 nails min. Into the carrYlro member. For more than 2 use additional fasten- ers as Indicated the back ptys, or use any other approved detail (by others). ++++++++++++++++++++++ 2-PLYS 1 REQUIRED -3 • 4-4 0-j-0 Truss ID: M2 Putting Spec: ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. BEARING REQUIREMENTS l at each �nre based ONLY on the Loaded for 10 PSnFgnoo-concurren BCLL Permanent prevent rotaOorVIfirr SeIs required e NIB-91a)to rd ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. PLATING BASED ON GREEN LUMBER VALUES. End verticals designed for axial bads only. ((Etxttensions)above or belobelow the tnm( dprr5o-file ) require additional consideration for hortz. loads on the 2-PLrYo I NailSect. 12) in /TOd ft , st 2/tt WEb85- Z/tt7 2 F6 00 3 l Required bearing widths and bearing areas apppply when truss not supported M a hanger. UBC - is Code. designed using the Bldg Enclosed = Yes Truss Location = End Zone Hunicane/Ocean Une = No, Category = B Bldg Length = 90.00 11Bldg dMh = 5.88 R Mean roof height = 11.57 k mph = 80 UBC Standard Occupancy, Dead Load = 26.0 psf --- ---LOAD CASE #1 DESIGN LOADS -- Dir LPN LLoc R-Pif RLoc LL/TL TC Vert 64.00 0-1-10 64.00 6.0- 0 0.50 BC Vert 20.00 0- 1-10 20.00 6- 0- 0 0.00 Type lbs X.Loc LL/TL BC Vert" 1855.0 2- 0- 0 0.35 BC Vert 972.0 4.0.0 0.38 2 t 5-10-6 l 3 4 1 - a " d. C045982 A Exp: 12731106 CIV11. �Q t)F CAO' TruswalSystems Plates are 20 ga. unlesshown by "18"(18 ga.), "M(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Clnded plates and false frame plates are positioned as shown above. Shift able stud plates to avoid overlap with structural plates or staple). 4/29/2003 WARN/N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da WO: Drive_C_bstest_L00005_J00001 and talo in aobadn err mmce loan amen/ versions of TPI end AFPA Assign standards. No responsibility N assumed fa dimensional accuraccuracy.se. Dsgnr: me #LC = 14 WT: 33# RS WA T TC Live 16.00 psf DurFacs L=1.25 P=1.15 unless othinwlse haled. Bracing shown b for lateral support of components members only to reduce budding length. This component TC Dead 16.00 psf Rep Mbr Bnd 1.00 ® SYSTEMS arra, not be placed i n °cry environment that wa cause the moisture intent or the wood to exceed 19% andfor cause correct« plate corrosion. BC Uve 0.00 psf O.C.Spacing 2- 0- 0 . 4445 Norfhpark Di Fabricate, handle, install and bracer this Wes In ecoordence with 'JOINT DETAILS by Tn W.'ANSI/TPI 1', WI CA 1' -Wood Truss Council America Design RespanidWe BC Dead 10.00 psf Design Spec UBC -97 Colo Springs, CO 80907 of Standard . NANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' TrusPlus 6.0 Ver: T6.3.9 {HIB -91) end! HI13-91 SUMMARY SHEET by TPI. The Tnns plate Institute (TPP Is located at D•onohb Drive. Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street. NW, Ste 800, Washington, DC 20038. TOTAL 42.00 psf DEF.Ratlo: L/360 TC: L/360 Job Name: bstest Truss ID: M3 r Job Name: bstest Truss ID: M3 Qty: 2 BRG X -LOC REACT SIM REQ'D TC 2x4 DFL #I IN BIT. Platingspec' ANSMI - 1995 Required bearing widths and bearing areas 2 5-10.4 20044 3.50' 1.50" WEB 2x4 DFL#STUD MULPPLLE LOAD CASES.IGN IS THE RESULT OF enot Supportedii he In a hanger. his This Bt HANGER NOTE PLATE VALUES PER ICBO RESEARCH REPORT #1607. BEARING REQUIREMENTS shown are based ONLY -whe UBC -97 Cade. 2 HGUS26-2 Hangers are not designed for Loaded for 10 PSF non-mrxurent BCl I on the truss material at each bearing. Bldg Enclosed = Yes horhontal bads. PLATING BASED ON GREEN LUMBER VALUES. Permanent brad Is required (% others) to = End Zone - SEE SIMPSON CATALOG . End verticals designed far axial bads only. Extensions above or below the buss prevent rotation/[opplirg. See HI&91 and ANSMI 1-1995; 10.3.4.5 10.3.4.6. Hurricane/Ocean Hurtkane/Ocean Line = No , Fg Category = B ane/Ocn Bldg Length 90.00 R, Bldg tMdth 6.00 It FOR ADDITIONAL INSTALLATION NOTES profile (if a=re additional consikkration and 2-PLYI Nail w/ 10d BID staggered (NDS -97 = = Mean roof height = 11.57 It, mph = 80 TC FORCE AXL BND CSI (by others) for horiz bads on the bldg. Sect 12) In: TC- 2/R BC 5/R WEBS- 2/11 UBC Standard pc�upancy Dead Load = 26.0 psi Owe 1-2 -2012 0.010.110.12 --LOAD I DESIGN LOADS ------ Dir LPIf LLoc R.Ptf R.Loc LL/TL 2-3 43 0.00 0.09 0.04 Girdplates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). TC Vert 64.00 0- 1-10 64.00 6- 0- 0 0.50 BC FORCE AXL BND CSI WARNIN Read all notes on this sheet and give a copy of it to the Erecting Contractor. BC Vert 615.00 0. 0- 0 615.00 0- 1-10 0.38 4-5 1791 0.12 0.26 0.38 BC Vert 635.00 0- 1-10 635.00 6- G- 0 0.37 5-6 1705 0.110.17 0.28 end Coro In notordes with the current version of TPI and AFPA design standards. No responsibility Is assumed for dimensional a xxaacy. Dsgnr: me WEB FORCE CSI WEB FORCE CSI #LC = 14 WT: 40# RI WA 2-5 1898 0.286 -62 0.01 16.00 psf DurFacs L=1.25 P=1.15 2.6 -2113 0.19 uraeae attleWse noted. Bredng shown le for taleret euppm oI campmems membere ohiy to reduce budding length. TMs m pWent TC Dead 16.00 psf -0.02' 2_PLYS 1 2 3 REQUIRED6� 3 4-4 DID 4 c A 3 1 Yj-%P � 5-104 ' �4 5 s . d" C045982 ;am Exp: 12!31106 C IV 11, a�P ? OF Cp�1FC� Truswal Systems Plates are 20 ga. unless shown by'18"(18 ga.), "H'(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. wed "/29/2003 Girdplates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). WARNIN Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da WO: Drive C_bstest L00005 ]00001 end Coro In notordes with the current version of TPI and AFPA design standards. No responsibility Is assumed for dimensional a xxaacy. Dsgnr: me #LC = 14 WT: 40# RI WA TC Live 16.00 psf DurFacs L=1.25 P=1.15 uraeae attleWse noted. Bredng shown le for taleret euppm oI campmems membere ohiy to reduce budding length. TMs m pWent TC Dead 16.00 psf Rep Mbr Bnd 1.00 ® SYSTEMS aW not be ItaceO h a ry enWorr 1xt roar w 0 aeuaa d,e mdetue content afthe wood to exceed 19% ar'afor cause connector plate corrosion. BC Live 0.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Dc Colo Springs, CO 80907 Fab Ice a, handle, Mtall and' this ares In accords ce with 'JOINT DETAILSby Truswel.'ANSUTPI 1', WTCA 1' -Wood Trusts Couno of America Starderd Design Ree msibirdies. HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 TrusPlus 6.0 Ver: T6.3.9 {MB -Bt) eM HIB -Bt SUMMARY SHEET by TPI. The Truss Plate InstiMe (TPI) Is located at D'Onohio Ddve, Madison. Wisconsin 53719. The American Forest and Paper Aeeoda6on (AFPA) Is located at 1111 19th street. NW. Ste 800, Washington, DC 20036. TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 )b Name: bstest 3RG X -LOC REACT SIZE REgD TC 2x4 DFL #1 & Btr. 1 0-3-12 220 3.S0" 1.50" BC Zx4 DFL #I & BIT. 2 6- 0.12 364 1.50" 1.50' PLATE VALUES PER ICBO RESEARCH REPORT #1607. 3 7-9-15 -3 3.50" 1.50" Loaded for 10 PSF non -concurrent BCU - 4 5-10.4 .69 3.50" 1.50" Mark all Interior bearing locations. TC FORCE AXBND C51 PLATING BASED ON GREEN LUMBER VALUES. L 1-2 -107 0.010.27 0.29 2-0 -71 0.00 0.27 0.27 0-0 -4 0.00 0.00 0.00 BC FORCE AXL BND CSI 3-4 IW 0.00 0.16 0.16 4-0 0 0.00 0.00 0.00 MAX DEFLECTION ( �. V999IN MEM 314; L- -0.02" D- -0.04 T- -0.06'- 4 -0 2-6 0-1-3 Truss ID: J68S Plating spec • ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. BEARING REQUIREMENTS shown are based ONLY on the truss material at each bearing. Install Interior support(s) before erection. - 1 2 6� s-10-0 3 4.1 OVER 4 SUPPORTS T 4-0 3 -3 Qtv: 1 UPLIFT REACTION(S) Support 3 -701b This truss Is designed using the UBC -97 Code. Bldg Enclosed = Yes Tess Location = End Zone HunicaneJOcean Une = No ,Category = B Bin r0000f hheth _ightt0_00 Rk , 7 mP tfi= 80 50 R UBC Standard Occupancy, Dead load = 26.0 psf RR FESS/ph, q� SsgFyc d. C045982 X a Exp: 12131/06 CIV11. Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). A 4/29/2003 WAR IN Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da WO: Drive_C bstest L00005 ]00001 - - - and done In aocoNenm oe with the current versions or TPI and APPA design standards. No responsibility is assumed to climenslonal somracy. Dsgnr: Inc # LC = 14 WT: 26# TC Live 16.00 psf DurFacs L=1.25 P=1.15 C' ^,nA `J �/ �/ , unless aMmwi„ noted. Bracing show, la for lateral supped of components ,n not es only to reduce buckling length. This component TC Dead 16.00 psf Rep Mbr Bnd 1.15 ® SYSTEMS end not be ptaoW in any Onvin) rnad that w@ cause the massae ooderx of the "cod to exceed 19% anaor cause connecter plate conosion. BC Live 0.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr. Fabrkate. Monde. Install and breve ase tsars In ecomdenos with 'JOINT DETAILS' by Tnnwal. •ANSIrTPI 1', WTCA 1 --Wood Tens Council Colo Springs, CO 80907 of A-1ce Standard Design Respo nddiNbe, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 TruSPlus 6.0 Ver: T6.3.9 {HIB -91) anti -HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is located at O'Onoblo Drive, Madison, Wisconsin 53719. The Amedcon Forest and Paper Association (AFPA) Is located at 1111 lgth Street, NW, Ste 809. Wastdrgton, DC 20036. TOTAL 42.00 psf DEF.Ratio: 1-/360 TC: L/360 Job Name: bstest BRG X -LOC REACT SIZE REQ'D 1 0-1-12 395 3.50' 1.50" 2 6-0-12 374 1.50" 1.S0" 3 IG- G-12 184 1.50" 1.50' 4 1+0-12 22 1.50. 1.50" 5 15-9-15 2 3.50" 1.50" 6 5-10.4 71 3.50" 1.S0" TC FORCE AXL BND CSI 1-2 -164 0.01 0.28 0.30 2-0 -86 0.00 0.28 0.29 0-0 -41 0.00 0.07 0.07 0-0 -3 0.00 0.02 0.02 0-0 0 0.00 0.00 0.00 BC FORCE AXL BND CSI �. 3.4 153 0.00 0.18 0.18 40 0 0.00 0.00 0.00 MAX DEFLECTION L/999 IN MEM 3-4 span L- -0.03" Do -0.OS' T- -0.07" TC 20 DFL # 1 & Btr. BC Zx4 DFL #1 & Btr. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non-wrxu7ent BCU - Mark all Interior bearhq Worts. PLATING BASED ON GREEN LUMBER VALUES. 1 8 -0 .i 04-3 Truss ID: J616 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. BEARING REQUIREMENTS shown are based ONLY on the truss material at each bearing. Install interior support(5) before erection. A 1 2 6r0 4-8- 6-0-0 1 3 4 9- 12 -3 Qty: 1 UPLIFT REACTION(S) Support 3 -7 Ib Support 4 -51b Support 5 -7 lb This truss Is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Une = No ,EJ� Category = B Bldg Length = 90.00 ft, Bldg idth = 29.50 R Mean roof height = 11.57 It, mph 60 UBC Standard Occupancy, Dead Load = 26.0 psf Z . C045982 � a d Exp: 12/31/06 C OVER 6 SUPPORTS C I V I L �P �� Op CpL1F��' ' Tluswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 4I29I2OO ARN N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da ^ ane done ti a000 dmex with am current ve "ors 0""end "FPA deal"' standards. No reeoonnlary M assumes roc d memio ul aoaaa y. WO: Drive C bstest L00005 300001 - - - - Dsgnr: me #LC = 14 WT: 47# //''''�� w\'/'/ � TC Live 16.00 psf DurFacs L=1.25 P=1.15 I ` V Y Y . Wdm &JwvA a noted. Bi ed al b Tor heel euppon ofaomp~s members only to twines 6uidirq *Vth. TNe oomp-M TC Dead 16.00 psf Rep Mbr Bnd 1.15 SYSTEMS� nit be pieced a mrr, amtronmed out welceuse the m°letwe contend of are wood to exceed 19% sndlo rause connector plate corrosion. BC Live 0.00 psf O.C.Spacing 2- 0- 0 N k Dr. Febrkete, heneb, k=W coq breco thls buns In acoaderce with 'JOINT DETAILS' by Tnmval,'ANSIRPI 1', WTCA 1' -Wood Trues Council Coto Coto Springs, CO 80907 rings, of Amerke Stmrdmd R Design enporraiWi8loe, 1UWDLINOINSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 TrusPlus 6.0 Ver: T6.3.9 {HIB -at) and MB -91 SUMMARY SHEET by TPI. The Tnw Plate Institute (rPQ is located at D'Onohb Drive. Madison. Wisconsin 5719. The anerken Forest mrd Paper Assodetlon (AFPA) In breed at 1111 19th Street. NW, Ste 800, WssNngton, DC 20038. TOTAL 42.00 psf DEF.Ratio: L/360 TC: L/360 PEAK PLATE: 3.4 12x41 5-5 (2x61 6.0 12x01 101 ,MAXIMUM SPACING 2x4 #2MINIMUM UR S IIIUNGBACI< BRACEDCED '1 10 IIOUP STnUCTUhL' A E 6'-0" MAXIMUM. MAXIMUM V -O' FAVI: WIIII Ir III ()(:1(% Gp 32 -ox. Oil 2•-0" FAVI, / MAXIMUM. WIIII 4x2 . 2 011 11111 OU IL001(E11s Cll'I IN I O GABLE @ / 32"o.c. IIEEL PLATE: 3.4 12x41 5.5 (2x0) —' -- --- c-- -- '--- - - _ - -- — �� \ 6-6 12XBI BC SPLICE; 3-4 (2x4) CONTINUOUS HEARING WALL I 5-512x61 6-612xB) A MAXIMUM 40 PSP- LIVE LOAD. 80 MP11 WIND EXPOSURE C, LESS Tom' -O' WALL NEIOIIT. il?` Fss`�No see EJ1P• IV31 /02 CING DETAILS GABLE END FRAMING CONNIA;IION DE:I'AILS (MIN. NAIL (1EUI1111EME_NIS SIIOWN) SIIEATIIING TO GABLE TRUSS, Od AT 6' ox. A 1 Y. ' N OTCII 1? 32" o.c. I I CODE SPACING DATE MODEL 20 UBC CONTINUOUS 2/11/99 GABLE DETAILS 2x4 SOI.ID BLOCK WIIII 3.16,1 NAII S EA. END AND Od NAILS FROM SIIEATIIING 1'0 BLOCK AT' 6"o.c. 2x4 BRACE Willi 4.16d NAILS -2x4 BRACE I '.' / X, /I WALL BRACING PEn BUILDINi DESIGNER. IL 2x4 CONTINUOUS BACKING WITII 16d NAILS AT 24' ox. 10111E WALL PLATE. SECTION A Od AT 6" OAOLE STUD o.c. / t= - I - t Od 10d AT 24' o.a / 2-16d - l' 16d 1 SOLID BLOCK AT WlilI 2.16d 'IOC:- 24'o.c. 7---1Oct NAILED EA. END 2-10d I WARNING nead ell notes on this sheet and give a copy of It to the Erecting Contractor. Ihit design is for an Indio nlual hudAmq comPnn Pnl, r baa been haled nn rpecd ceAons v—lded by the component merutactuler and done In A—W,enca w,11, the -,—d ,e,tmns n11P1 and A/PA Ileslgn yP Aidan•. Ito res non sib oily la a59u,ned In, ell—oston at accuracy. Dllner,ylrrly are i■sem- to be ,ndGgd by P,n compo„en1 mA lulapn'er nnd,•o, buadi„q Aeslgner prix, to Iabrlcelmn 11•1 bonding designer MAA ascertain that the bade �� �! root era on Ihi9 sheathing design meal ll bolin the loading Imposed by the IPra1 id .0r i code. b is essumtd That the lou chord l telereay braced by the n,Pl or IlPrr shealhing end the brllnm [ho,d k Ia1M Ally b,arerl by a rigid sh talbinp mAler 41 Ai,aclly attached. unleef olhersstfe noted. eladPQ �.�( ,/ sho,•n is fee, l,tWel auPPn,1 01 cou,Ponenu re,ambnrl Poly to led -ice hurtn,In lengih this cmnpn„anl shed no) be placed In any environment! that QVII NFAIlkVII! S a.� MS "ill r -a ri Phe n.oistura cnnlnnl n1 Uro wand e.r a•d I9,& an,ao cnuee cnnnector plate connvon /nbdcele. handle. meted and bran this buys In nrcm dencn -,W the 1.11— ,9 slanlm ds InUSCOaI MAIIVAI• by T,uswat. 'DUALITY COtnnUL SIMIUADD roll METAL PLAIE CONNEC(EO INUSWAL SYSTEMS COIIFOf7AlI0IJ �%0')u IntISSES' . (OSTOt11.'11AIIULn1(: 1t1SIM.1.Axa AND (MACInD METAL PLATE COIINECIED WOOD InUSSES' - (N19-91) and •1119.91 9,IIAM 411Y StIEE I' by IM the Liss Plate InsGbde II PI) is kv clod at Selo anohlo Delve, Mad -son. Wisconsin 53119. ole Amellcln roleri alld Co I'.,ne, AssoCiallon (Ar PA) is Ior,Aled at 1250 Cornwirut Ave. IMI Stn 210. Wefhlnplon, OC 20038. = �\ T� _ — \ S'II 0" CI.F CK Al'; 2x4 S11VERY 6'-0' M IIIIMUM 4'-10" (:I.I:ASI'AI•!, 70 MI'll Al EVEIiY 6'-O' MAXIMUM 1.5-3. TYPICAL CONNECTION \ 4'-1.5"CLEAIISPAN, 110 MITI I \ /\ MINIMUM OIIAUE CIIUIIUS AND SlllDS 2x4 l)S 10 Ill- INCA/XIMUM)24`o.c. IIEEL PLATE: 3.4 12x41 5.5 (2x0) —' -- --- c-- -- '--- - - _ - -- — �� \ 6-6 12XBI BC SPLICE; 3-4 (2x4) CONTINUOUS HEARING WALL I 5-512x61 6-612xB) A MAXIMUM 40 PSP- LIVE LOAD. 80 MP11 WIND EXPOSURE C, LESS Tom' -O' WALL NEIOIIT. il?` Fss`�No see EJ1P• IV31 /02 CING DETAILS GABLE END FRAMING CONNIA;IION DE:I'AILS (MIN. NAIL (1EUI1111EME_NIS SIIOWN) SIIEATIIING TO GABLE TRUSS, Od AT 6' ox. A 1 Y. ' N OTCII 1? 32" o.c. I I CODE SPACING DATE MODEL 20 UBC CONTINUOUS 2/11/99 GABLE DETAILS 2x4 SOI.ID BLOCK WIIII 3.16,1 NAII S EA. END AND Od NAILS FROM SIIEATIIING 1'0 BLOCK AT' 6"o.c. 2x4 BRACE Willi 4.16d NAILS -2x4 BRACE I '.' / X, /I WALL BRACING PEn BUILDINi DESIGNER. IL 2x4 CONTINUOUS BACKING WITII 16d NAILS AT 24' ox. 10111E WALL PLATE. SECTION A Od AT 6" OAOLE STUD o.c. / t= - I - t Od 10d AT 24' o.a / 2-16d - l' 16d 1 SOLID BLOCK AT WlilI 2.16d 'IOC:- 24'o.c. 7---1Oct NAILED EA. END 2-10d I WARNING nead ell notes on this sheet and give a copy of It to the Erecting Contractor. Ihit design is for an Indio nlual hudAmq comPnn Pnl, r baa been haled nn rpecd ceAons v—lded by the component merutactuler and done In A—W,enca w,11, the -,—d ,e,tmns n11P1 and A/PA Ileslgn yP Aidan•. Ito res non sib oily la a59u,ned In, ell—oston at accuracy. Dllner,ylrrly are i■sem- to be ,ndGgd by P,n compo„en1 mA lulapn'er nnd,•o, buadi„q Aeslgner prix, to Iabrlcelmn 11•1 bonding designer MAA ascertain that the bade �� �! root era on Ihi9 sheathing design meal ll bolin the loading Imposed by the IPra1 id .0r i code. b is essumtd That the lou chord l telereay braced by the n,Pl or IlPrr shealhing end the brllnm [ho,d k Ia1M Ally b,arerl by a rigid sh talbinp mAler 41 Ai,aclly attached. unleef olhersstfe noted. eladPQ �.�( ,/ sho,•n is fee, l,tWel auPPn,1 01 cou,Ponenu re,ambnrl Poly to led -ice hurtn,In lengih this cmnpn„anl shed no) be placed In any environment! that QVII NFAIlkVII! S a.� MS "ill r -a ri Phe n.oistura cnnlnnl n1 Uro wand e.r a•d I9,& an,ao cnuee cnnnector plate connvon /nbdcele. handle. meted and bran this buys In nrcm dencn -,W the 1.11— ,9 slanlm ds InUSCOaI MAIIVAI• by T,uswat. 'DUALITY COtnnUL SIMIUADD roll METAL PLAIE CONNEC(EO INUSWAL SYSTEMS COIIFOf7AlI0IJ �%0')u IntISSES' . (OSTOt11.'11AIIULn1(: 1t1SIM.1.Axa AND (MACInD METAL PLATE COIINECIED WOOD InUSSES' - (N19-91) and •1119.91 9,IIAM 411Y StIEE I' by IM the Liss Plate InsGbde II PI) is kv clod at Selo anohlo Delve, Mad -son. Wisconsin 53119. ole Amellcln roleri alld Co I'.,ne, AssoCiallon (Ar PA) is Ior,Aled at 1250 Cornwirut Ave. IMI Stn 210. Wefhlnplon, OC 20038. e s �� int Truss Take -off Design & Sales ststainice Monte Call - 793 Camera Dr - Paradise, *CA 95969 (530) 877-4732 Office (530) 877-4732 FAX T' i2vsS . C�-Q � �R-Prc�•N � C A P TP -.ass Z'[a, �on,TLNvouc LATet T3 11 PIC -r-14 (A L4" 0 •c. �-T'rA'r-tk 'To '3�sE TRvsS v�i'�'�} 2 16d SSN KE►zs. ' wrrru, \ 16 d To E N axsz ' �PrC �. F Ptt t Pr T E �c !�►/ / ��St TRESS P LTE RN R'L E StJovLr�cl'�, ,�) LTPryL T Rvss Capp � 12 B�sE TR�ss m 0-8(o 2-3 D 0 -1 Lf ti ea Sa C. r e- wn le-OVVIL Ravi Use - PLANNING DIVISION- BUILDING PLAN APPROVAL ol Date. Use: Parking: arking: Landscapirig' othem.- 177 F-11 -2 �'7 SCALE 1" = 100 ' Cl 0 HATCHED AREA LS LEACHFIELD FREE AREA HATCHED AREA 309' SLOPE UVSWABLE FOR SEE NOTE /2 NO TES Tf#S AMMONAL .MAP SFIEET SNOWS ADDMONAL AFoffAT/ON FOR AFORMATIONAL • D 'SG AIIG CONfj /pNS AS OF > DATE OF FEVG AND fS ArOT HIDED TOA EC CO p E �fTERESF 2) HArawD AREAS ARE LEACI D FREE SETBACK AREAS FWm SWALES AND AREAS WHERE S' -Of Es EkCB . (tid NSIJ ABLE FOR SEWAGE 015POSA. - BUTTE COfjVTY C+0©E 3 tJC S, D 0, c MATERML, VEOFTATION REMOVAL ,SND., OR QrCAVAWN SHALL SXJ4 SIT ' ALLOWED IN AREAS HA t�iG A SORE 30� OR �REATUNLESS AN '-057ON CONTROL PLAN PREPARED BY A RFGYS/� ENG,NE�R OR OT�IE'�4 ��IAL'D PRO�SS/oNAL s'�1" ti1iTTED 7"0 AND APPROVED BY OF THE BUTi'E COUNTY DEPAR7'li/T OF PUBLIC WORKS 4) MEASURES SHALL BE TAKEN TO CONTR01 FUGfTW DUST E ONS FROM ALL DRIVEWAY AND OT 'R C/t�Z CONSTRUCTION ASSOCfATED WFfTI l?,�'S, CNnAL DEVR- OPS APPROVED DUST CONTROL MEASURES ARE FOLW IN THE FU6777VE- DUST CONAL PLAN FOR TIC SITE. APPROVED BY Tf IE BUTTE COUNTY Aft QUALITY MAIVAGEMETR NT DISICT, A COPY OF WHICH CAN BE OBTAINED FROM THE §0ii COUNTYDEPAR77E%1TJWT OF DEVELOP T SERVICES, BULDhG DMS -10N Y) A DEVELOP T WACT FEE FOR 5WRFpS FACEITES SHALL BE PAD PURSUANT TO THE PROVISIONS OF CT(APTLR 3, AR77CLE / I OF 7W BUTTS CQUNTY 4�OL PR/4R TO ISSUANCE OF BULD/NG PERKS TFC FEE AMOUNT WILL BE DEAD AMD CALCULATED AS OF THE DATE OF APPL/CAT/ON FOR 7W BULD�IG PERAdT A DEVELOFUENT A PACT FEE FOR SCHOOL FACLIT/ES SHALL BE PAD Pf?IOR TO ISSUANCE OF Bt&DNG PEI?kf7'S THE FEE AMOUNT WLL BE" DETERMINED AAND CALCULATED AS OF 7HE DA 7E OF ft TION FOR 77-E' BtiDiG PV�` WS. NO WATER WELLS MAY BE PLACED WTTHIV l00 FEET OF I�NHATCI-lED USEABLE AREA (USDA) AS SVOWN. SEWAGE D/SPOSA• TO ALLOW FOR 1T lEA9tlTENAIVCE OF pE7=EW/BLE FpE PR SPACE AROUND ES r BULDBVG SETBACK FROM TIME SDE AND REAR PROPERTY LIVES SHALL BE AT FEEr. rrr 3UHMESSION AW ACCO, SYSTEMS SHALL BE INSTALLED e11 ALL NEW RESDETVTIAL STI4UCTUf?ES O AI�ICC WITH T'W NATIONAL IRE PRO FOR THE �IISTALLATTON of SPR6VKLER TECITON ASSOCIATION STANDAf?D MOBLE HOMESNFT'A STANDAf?D SYSTEMS IV ONE AND TWO FAIL. Y DWELLQVGS, AND , 13D, MESS A PRESSURIZED COMWJMTY WATER S WITH HYDRANTS THAT MEET FI?E' DEPARTMIWT YSTEM gpEG7CA170NS SERVES THE PAf?C€LS. SEWAGE DISPOSAL T hESE PARCELS MAY REOJRE PAYMENT pWTO T hE WATER c vNilftCTTOIu QVSTALLATTON OR DEVELOPkrW OF STRUCTURES OR FACLITiES ON THE PARCELS; IVCLU9#VG AS A MINIMUM, DRIVEWAY STANDARDS' &I DAWG SETBACKS, AND ADDRESSIWG, SHALL COALY W17H TIE' LATEST FRE SAFE REGULATIONS OF BUTTE COUNTY, R(JgLIC RESOURCES CODE 4290, AND ALL OTTER APPLICABLE STATE AND COUNTY CODES ORD�1fANCES AND REGULATIONS N EFFECT AT TTE TAE O= APPL/CATTON FOR ApRDVafW PERMIT'S 11 1. Sprinkler Head 2. Spring Loaded Check Valve 3. 3 -Way dobe Valve 4• 3001b Gauge 5• 2 Pole Flow Switch 6. Alarm Bell 7. Drain Ball Valve 8 • Spare Head Cabinet 9. Booster Pump 10. Pressure Switch 11. Pump Control , 12. Holding Tank G16 ENSE N� �r 305365 GrGT£CTiGi� n Series L1 Residential Pendent Sprinklers 4.9 -factor General Description The Series LFII (TY2234) Residential Pendent Sprinklers are decorative, fast response, frangible bulb sprinklers designed for use in residential occu- pancies such as homes, apartments, dormitories, and hotels. When_.aesthet- ics and optimized flow characteristics are the major consideration, the Series LFII (TY2234) should be the first choice. The Series LFII are to be used in wet pipe residential sprinkler systems for WARNINGS The Series LFII (TY2234) Residential Pendent Sprinklers described herein must be installed and maintained in compliance with this document, as well as with the applicable standards of the National Fire Protection Asso- ciation, in addition to the standards of any other authorities having jurisdic- tion. Failure to do so may impair the integrity of these devices. The owner is responsible for maintain- ing their fire protection system and de- vices in proper operating condition. The installing contractor or sprinkler manufacturer should be contacted relative to any questions. one- and two-family dwellings and mo- bile homes per NFPA 13D; wet pipe residential sprinkler systems for resi- ■�■ prinklerlModel dentia) occupancies u to and in I d P P cu in four stories in height per NFPA 9 P �+ Iclentr a -cation, `i on -. M �.. 13R; or, wet pipe sprinkler systems for Number the residential portions of any occu- pancy per NFPA 13. The Series LFII (TY2234) has a 4.9 SIN TY2234 70,6 K -factor that ( ) provides the re- quired residential flow rates at reduced Technical pressures, enabling smaller pipe sizes and water supply requirements. Data The recessed version of the Series Approvals:UL LFII (TY2234) is intended for use in areas with finished ceilings. It employs and C -UL Listed. .� a two piece Style 20 Recessed Es- Maximum Working Pressure: cutcheon. The Recessed Escutcheon 175 psi (12,1 bar) provides 1/4 inch (6,4 mm) of recessed adjustment or up to 1/2 inch (12,7 mm) Discharge Coefficient: Deflector . . . .. . . . . . Bronze Ejection Spring . .-. Stainless Steel of total adjustment from the flush ceil- K = 4.9 GPM/psis/2 (70,6 LPM/bar'12) ing position. The adjustment provided Temperature Rating: tDuPont Registered Trademark by the Recessed Escutcheon reduces 155°F/68°C or 175°F/79°C the accuracy to which the pipe nipples to the Finishes: ®petal®�� sprinklers must be cut. White Polyester Coated, The Series LFII (TY2234) has been ` Chrome Plated, or Natural Brass The glass Bulb contains a fluid that designed with heat sensitivity and expands when exposed to heat. When water distribution characteristics Physical Characteristics: the rated temperature is reached, the proven to help in the control of residen- Frame . . . . . . . . . Brass fluid expands sufficiently to shatter the tial fires and to improve the chance for Button . . . . . . Bronze glass Bulb allowing the sprinkler to occupants to escape or be evacuated. Sealing Assembly . . activate and flow water. _ . . . . . Beryllium Nickel w/Teflont Bulb . ... . . .`.. 3 mm dia. Glass Compression Screw . . . . . Bronze Page 1 of 4 _ _ _ ­TT—T-7�_ JULY, 2002 TFP4OO (2,4 m). The maximum spacing be- tween sprinklers cannot exceed the length of the coverage area (Ref. Table A) being hydraulically calculated (e.g., maximum 12 feet for a 12 ft. x 12 ft. coverage area, or 20 feet for a 20 ft. x 20 ft. coverage area). Installation The Series LFII (TY2234) must be in- stalled in accordance with the follow- ing instructions: NOTES Do not install any bulb type sprinkler if the bulb is cracked or there is a loss of liquid from the bulb. With the sprinkler held horizontally, a small air bubble should be present. The diameter of the air bubble is approximately 1/16 inch (1,6 mm). A leak tight 1/2 inch NPT sprinkler joint should be obtained with a torque of 7 to 14 ft.lbs. (9,5 to 19,0 Nm). A maxi- mum of 21 ft.lbs. (28,5 Nm) of torque is to be used to install sprinklers. Higher levels of torque may distort the sprinkler inlet with consequent leak- age or impairment of the sprinkler. Do not attempt to compensate for in- sufficient adjustment in an Escutcheon Plate by under- or over -tightening the I Rd' t #;,'t' of the quired discharge from each of the four Minimum Flow (b) and Minimum Flow (b) and Maximum Maximum Residual Pressure Residual Pressure Coverage Spacing For Horizontal Ceiling ' For Sloped Ceiling Area tel Ft. (Max. 2 Inch Rise (Max. 8 Inch Rise Ft x Ft. (m) for 12 Inch Run) for 12 Inch Run) (m x m) with the following criteria. 155'F/68'C or 175'F/79'C 155°F/68°C 12 x 12 12 13 GPM (49,2 LPM) 13 GPM (49,2 LPM) (3,7 x 3,7) (3,7) 7.0 psi (0,48 bar) 7.0 psi (0,48 bar) 14 x 14 14 13 GPM (49,2 LPM) 13 GPM (49,2 LPM) (4,3 x 4,3) ' (4,3) 7.0 psi (0,48 bar) 7.0 psi (0,48 bar) 16 x 16 16 13 GPM (49,2 LPM) 13 GPM (49,2 LPM) (4,9 x 4,9) (4,9) 7.0 psi (0,48 bar) 7.0 psi (0,48 bar) 18 x 18 18 17 GPM (64,3 LPM) 21 GPM (79,5 LPM) (5,5 x 5,5) (5,5) 12.0 psi (0,83 bar) 18.4 psi (1,27 bar) 20 x 20 20 20 GPM (75,7 LPM) 21 GPM (79,5 LPM) (6,1 x 6,1) (6,1) 16.7 psi (1,15 bar) 18.4 psi (1,27 bar) (2,4 m). The maximum spacing be- tween sprinklers cannot exceed the length of the coverage area (Ref. Table A) being hydraulically calculated (e.g., maximum 12 feet for a 12 ft. x 12 ft. coverage area, or 20 feet for a 20 ft. x 20 ft. coverage area). Installation The Series LFII (TY2234) must be in- stalled in accordance with the follow- ing instructions: NOTES Do not install any bulb type sprinkler if the bulb is cracked or there is a loss of liquid from the bulb. With the sprinkler held horizontally, a small air bubble should be present. The diameter of the air bubble is approximately 1/16 inch (1,6 mm). A leak tight 1/2 inch NPT sprinkler joint should be obtained with a torque of 7 to 14 ft.lbs. (9,5 to 19,0 Nm). A maxi- mum of 21 ft.lbs. (28,5 Nm) of torque is to be used to install sprinklers. Higher levels of torque may distort the sprinkler inlet with consequent leak- age or impairment of the sprinkler. Do not attempt to compensate for in- sufficient adjustment in an Escutcheon Plate by under- or over -tightening the I Rd' t #;,'t' of the quired discharge from each of the four Spnnk er. ea ius e Posy ion sprinkler fitting to suit. Design sprinklers is to be the greater of the The Series LFII Pendent,$prinklers Criteria following: must be installed in accordance with following instructions. The flow rates given in Table A for the The Series LFII (TY2234) Residential NFPA 13D and 13R as a function of Step 1. Pendent sprinklers are to be Pendent Sprinklers are UL and C -UL temperature rating and the maxi- installed in the pendent position with Listed for installation in accordance mum allowable coverage area. the deflector parallel to the ceiling. with the following criteria. A minimum discharge of 0.1 gpm/sq. Step 2. With pipe thread sealant ap- ft. over the "design area" comprised plied to the pipe threads, hand tighten NOTE of the four most hydraulically de- the sprinkler into the sprinkler fitting When conditions exist that are outside the scope of the provided criteria, refer manding sprinklers for the actual coverage areas being protected by Ste 3. Tighten the sprinkler into the p g p to the Residential Sprinkler Design the four sprinklers. sprinkler fitting using only the W -Type 6 Sprinkler Wrench (Ref. Figure 3). Guide TFP490 for the manufacturer's recommendations that may be accept- Obstruction To Water Distribution. With reference to Figure 1, the W -Type able to the local Authority having Juris- Locations of sprinklers are to be in 6 Sprinkler Wrench is to be applied to - diction. accordance with the obstruction rules the wrench flats. System Type. Only wet pipe systems of NFPA 13 for residential sprinklers. The Series LFII Recessed .Pendent may be utilized. Operational Sensitivity. The sprin- Sprinklers must be installed in ac- klers are to be installed with a deflector cordance with the following instruc- - Hydraulic Design. The minimum re- to ceiling distance of 1-3/8 to 4 inches tions. quired sprinkler flow rate for systems designed to NFPA 13D or NFPA 13R or in the recessed position using only the Style 20 Recessed Escutcheon as Step A. Recessed pendent sprinklers are given in Table A as a function of shown in Figure 2., are to be installed in the pendent posi- tion with the `deflector parallel to the temperature rating and the maximum ceiling. allowable coverage areas. -The sprin- NOTE kler flow rate is the minimum required So as to help avoid obstructions to Step B. After installing the Style 20 discharge from each of the total water distribution, a maximum 12 inch Mounting Plate over the sprinkler number of "design sprinklers" as speci- deflector -to -ceiling distance is permit- threads and with pipe thread sealant` fied in NFPA 13D or NFPA 13R. ted for NFPA 13D and NFPA 13R ap- applied to the pipe threads, hand For systems designed to NFPA 13; the plications where the sprinklers are lo- tighten the sprinkler into the sprinkler " number of design sprinklers is to be cated in closets. fitting. the the four most hydraulically de- Sprinkler Spacing. The minimum Step C. Tighten the sprinkler into the manding sprinklers. The minimum re- spacing between sprinklers is 8 feet sprinkler fitting using only the W -Type Page 3 of 4 7/16" (11,1 mm) 1/2" ESCUTCHEON Components: NOMINAL NPT PLATE SEATING 2-7/8" DIA. 1- Frame MAKE -IN SURFACE (73,0 mm) 2- Button 1 3- Sealing Assembly 1 4 • Bulb 5- Compression 2 Screw 2.1/4' 6- Deflector" 3 (57,2 mm) 7 • Ejection Spring7 (41,3 mm) WRENCH STYLE 20 RECESSED " Temperature 5 FLATS ESCUTCHEON rating is indicated on 6. Deflector. CROSS SECTION PENDENT RECESSED PENDENT FIGURE 1 SERIES LFII (TY2234) RESIDENTIAL PENDENT AND RECESSED PENDENT SPRINKLERS Page 4 of 4 TFP400 7 Recessed Sprinkler Wrench (Ref. authorities having jurisdiction. The in- EQUAL TO THE SALES PRICE. ' Figure 4). With reference to Figure 1,- stalling contractor or sprinkler manu- THE FOREGOING WARRANTY IS the W -TP e 7 Recessed Sprinkler Y P facturer should be contacted relative to IN LIEU OF ANY AND ALL Wrench Is to be applied to the sprinkler ' nquestions.MADE any OTHER WARRANTIES EXPRESS OR wrench h flats. IMPLIED, INCLUDING WARRANTIES Step D. After the ceiling has been in- NOTE The owner must assure that the sprin- OF MERCHANTABILITY AND FIT - stalled or the finish coat has been ap- klers are not used for hanging of any NESS FOR A PARTICULAR PUR plied, slide on the. Style 20 Closure objects and that the sprinklers are only POSE, over the Series LFII Sprinkler and cleaned by means of gently dusting push the Closure over the Mounting with a feather duster; otherwise, non Ordering Plate until its flange comes in contact operation in the event of a fire or inad- vertent operation may result. Procedure. Care andWhen It is recommended that automatic sprinkler systems be inspected, placing an order, indicate the full Maintenance tested, and maintained by a qualified product name. Contact your local die tributor for availability.. Inspection Service. The Series LFII (TY2234) must be Sprinkler Assembly: maintained and serviced in accord- Limited Series LFII (TY2234), K=4.9, Residen- ance with the following instructions: arranty tial Pendent Sprinkler with (specify) temperature rating and (specify) finish, NOTES P/N (specify). Absence of an Escutcheon Plate may Products manufactured by Tyco Fire delay the sprinkler operation in a fire Products are warranted solely to the 155°F/68°C or situation. original Buyer for ten (10) years Chrome Plated ......... PIN 51-201-9-155 155°F/68°C Before closing afire protection y stem against defects in material and work manship when paid for and properly White ...:..... P/N 51-201-4-155. 155°F/68°c main control valve for maintenance installed and maintained under normal Natural Brass........ .. P/N 51-201-1-155 work on the fire protection system use and service. This warranty will ex- 175°Fn9°C or which it controls, permission to shut ire ten 10 ears from date of ship - P ( ) Y P Chrome Plated ......... PIN 51-201-9-175 down the affected fire protection sys- down tem must be obtained from the proper ment by Tyco Fire Products. No war- 175°Fns°C White Polyester. , ....... P/N 51-201-4-17- ,. authorities and all personnel who may P y ranty is given for products or components manufactured by compa 1751F/791c Natural Brass......:.... PLN 51-201-1-1.75 be affected by this action must be no- nies not affiliated by ownership with tified Tyco Fire Products or for products and Recessed Escutcheon: Sprinklers which are found to be leak- components which have been subject Specify: Style 20 Recessed Escutch- ing or exhibiting visible signs of corro- - to misuse, improper installation, corro- eon with (specify) finish, P/N (specify). sion must be replaced. sion, or which have not been installed, j Automatic sprinklers must never be maintained, modified or repaired in ac- with applicable Standards of 1/2' (15 zo i cordance shipped or stored where the tempera the National Fire Protection Associa Chrome Plated ......... PIN 56-705-9-010 ture will exceed 100°F/38°C and they tion, and/or the standards of any other 1/2' (15 mm) style 20 must never be painted, plated, coated, Authorities Having Jurisdiction. Mate- white Color or otherwise altered after leaving the rials found by Tyco Fire Products to be Coated ................ P/N 56-705-4-010 factory. Modified sprinklers must be re defective shall be either repaired or 1/2' (15 mm) placed. Sprinklers that have been ex posed to corrosive products of com- - replaced, at Tyco Fire Products' sole style 20 Bright Brass bustion, but have not operated, should option. Tyco Fire Products neither as- Coated ................ PIN 56-705-2-010 ` be replaced t they f e P y cannot be com sumes Ynor authorizes an person to assume for it, any other obligation in Sprinkler Wrench: pletely cleaned by wiping the sprinkler with a cloth or by brushing it with a soft connection with the sale ofor roducts p Specify: W Type 6 Sprinkler Wrench, bristle brush. parts of products. Tyco Fire Products P/N 56-000-6-387. Care must be exercised to avoid dam- shall not be responsible for sprinkler system design errors or inaccurate or Specify: W -Type 7 Sprinkler Wrench, age to the sprinklers - before, during, incomplete information supplied by P/N 56-850-4-001. and after installation. Sprinklers dam- Buyer or Buyer's representatives. aged by dropping, striking, wrench IN NO EVENT SHALL TYCO FIRE twisUslippage, or the like, must be re- PRODUCTS BE LIABLE, IN CON placed. Also, replace any sprinkler that TRACT, TORT, STRICT LIABILITY OR has a cracked bulb or that has lost UNDER ANY OTHER LEGAL THE liquid from its bulb. (Ref. Installation ORY, FOR INCIDENTAL, INDIRECT, Section). SPECIAL OR CONSEQUENTIAL The owner is responsible for the in- DAMAGES, INCLUDING BUT NOT - spection, testing, and maintenance of LIMITED TO LABOR CHARGES, RE their fire protection system and de- GARDLESS OF WHETHER TYCO vices in compliance with this docu- FIRE PRODUCTS WAS INFORMED ment, as well as with the applicable ABOUT THE POSSIBILITY OF SUCH standards of the National Fire Protec- DAMAGES, AND IN NO EVENT tion Association (e.g., NFPA 25), in SHALL TYCO FIRE PRODUCTS' LI addition to the standards of any other ABILITY EXCEED AN AMOUNT TYCO FIRE PRODUCTS, 451 North Cannon Avenue, Lansdale, Pennsylvania 19446 Bronze Spring Loaded Check Valve _%"-2" �l Figure Pio. 3000 w/Tenon Disc. Figure No. 3600SJ w/Teflon Disc Figure No. 3015 w/Buna-N Disc Figure No. 3515SJ w/Buns-N Disc 125 PSI Saturated Steam, with TFE Disc. Buna-N Disc Rated at 250 PSI 250 PSI Non -Shock Cold Water, 011, or Gas Fluid Pressure, Non -Shock W.O.G. 1 B ' 4 •: .;Y d 5A 5 �..' . 6 7 8 a ` Figure No. 3600 A C � Figure No. 3615 Figure No. 3600SJ Threaded Figure No. 3615SJ 2. Copper to Copper Grinnell check valves may be installed in vertical lines with 3. upward flow or in any intermediate position. 316 Stainless Steel Do Not Use For Reciprocating Air Compressor Service. Disc Holder Do Not Use as a Footvalve. 5. Disc : -—b •"T -- s i I i,� Llfi Type 1!'• � r d`l- ��+KtYfLij�,,�y rk' Yxlt y,i; ♦• �y S s ��! r! r�}���w - . Buna-N, Fig. 3615 �.Sf�a`• {y��. ,�Nrfal.\ V6m is Iii ic— ? ..,l�}i �r.l..il•4,,i'Y'� f.S' �.€K'f„�"C Seat Ring .rritt� k' 7. Seat Screw aqi3�l ! LIs4 bitne6Ions — Weights Body End Bronze ASTM B-584 Alloy C84400 1'/z Nominal Size Part Specification 1. Body -Bronze ASTM B-584 Alloy C84400 2. Stem Stainless Steel ASTM A-582 Alloy S30300 3. Spring 316 Stainless Steel 4. Disc Holder Stainless Steel Type 301 5. Disc Teflon, Fig. 3600 SA. Disc Buna-N, Fig. 3615 6. Seat Ring Teflon 7. Seat Screw Stainless Steel ASTM A-276 Alloy S43000 8. Body End Bronze ASTM B-584 Alloy C84400 Nominal Size Dimensionsprox. Ne t Wt. Fig. 3600 prox. Net Wt. Fig. 3600SJ A B C 3/e 2 13/8 17/16 .4 .4 '/2 2'/16 1318 13/16 .4 .4 3/, 2114 15/8 15/16 .5 .5 1 25/8 2 1'/z .8 .9 1114 215116 23/a 111116 1.2 1.3 1'/2 35116 2314 2 1.6 1.9 2 1 33/4 1 33/e 25116 1 2.4 12.7 j[� '-i ..•k .T^ is S �•. w r r„ i 1/4 Inch t. 5 y�. Central Sprinkler Company a n Y Iv 4 451 North Cannon Avenue. Lansdale, Pennsylvania a 19 46 Kim Product corrosion resistance. The hand r� wheel is manufactured from cast iron ® .. �i.7 V i f t n materials to meet or exceed the requirements of Underwriters The Central Model F17 3 -Way Laboratories, Inc., Factory Mutual, Bronze Globe Valves are designed The American Water Works for general service as shut-off, Association C-509 and ASTM A-126 throttling, or drain valves. Class B Standards. The Central Model F17 3 -Way The Central Model F17 3 -Way Bronze Globe Valves provide positive Bronze Globe Valves are rated with Valves shut-off under normal operating cold water at 200 psi, non -shock for conditions. They are recommended d e rec e cold water service and are tested for water service only. twice, air under water for consistent - The Central Model F17 3 -Way quality. Bronze Globe Valves are of cast The Central Model F17 3 -Way bronze construction in strict Bronze Globe Valves have a soft accordance with ASTM B-62 rubber seat for tight shut-off under all specifications 85-5-5-5 for superior operating conditions. (Mfg. Source: Non -Domestic) -2.00 Bill of Materials Item Description Material Specification 1 Body Bronze ASTM B-62 2 Hand Wheel Cast Iron ' ASTM A -126-B 3 Hand Wheel Nut Steel Commercial 4 Packing Non -Asbestos Commercial 5 Packing Gland Brass ASTM B-16 6 Packing Nut Brass ASTM B-16 7 Stem Brass ASTM B-16 i 30TTER, POR SMALL PIPE VANE TYPE WATERFLOW ALARM SWITCHWITH RETARD _- Potter ).saute signal Company potter Electric Signal & Mfg. LTD 2081 Graig Road a P.O. Box 28480 1967 i.ealie Street at. Louie, MO 631464.181 Don Mfils, Ontario, CahmM M3D2M3 (314) 878.4321 6 (800) 325.3938 (413) 441.1833 it . UL, ULC, CSFM LISTED and:NYMEA ACCEPTED Service Pressure: Up to 250 RSI Minimurn Plow Rats -for Alarm: 10 GPM 77 Maximum Surge: 18 FPS Enclosure: Di"ast, red enamel finish. Cover held In place with tamper resistant :craws Contact Ratings: Two sets of SPDT (Form G) ,:. 15.0 Amps at 1231250 YAC .0 Am at 0- 3d V DC 4 ro. 2 ps Conduit Entrances: Two Knockouts provided tot 1/2' conduit UsaA�t. Uated Plastic, Copper and Schedule 40 Iron Pipe Fits pipe sizes - 1", 1 1/4', and 1 1l2" Nota: 8 paddles are furnished with each unit, one for each pipe size of threaded or sweat TEE, one for 1CPVC, and one for, 1 MI Polybutylene (CTS -Copper tubing size) Environnsentol "oiftcationst Bubble for Indoor or outdoor use with factory Installed gasket and dle=oast housing NEMA 4 Rated Enclosure - use whh appropriate conduit fltbrV nature Ran : 40° F/120° F 4.5" 0/49' C) Ta � i>>f� Caution: This device Is not intended for applications In e:gr40eN0 environments Service Use: Automatic Sprinkier NFPA-13 One at two family dwelling NFPA-130 STK. NO. 1113000 Residential occupancy up to four stories NFPA-13R U.S, PAT. NO, 3921989, CANADIAN PAT, NO. 1009680 National Fire Alarm Code NFPA-72 OTHER PATENTS PENDING. Optional: Cover Tamper Switch, order Stk. No. 0090018 The Modal VSF .SF Iso vane type waterftow switch for use on wet sprinkler The vane must not rub the Inside of the IEE or bind In any way: The Stern systema that use 1 ", 1 114', or 1 1/2' pipe Size. The unit may also be used should move haely when operated by hand. as a sectional waterflow detector on large systema. �s}tlons with the The device can also be used In copper or plastic pips d proper adapters so that the speclW TEE fitting may be k"talW on the aoHon switches sn p ap ob double throw snap Pr i two 8146 P .The unit contains.P e run. an achustable pneumatk: retard. The switches are actuated when a flout of pip 10 gallons per minute or more occurs downstream of the devios. The flow condition moat exist for t period of time noJessary to overcomo the fN>$PECTION AND TESTING: Check the operat}on of the unitbyopenIng condition retard period. i I the Inspector't" valva at the end of the sprinkler Nne or the drain and test oonnectlon, H an Inspector's -test valve is not provided. INSTALLATION,. Thesa devices maybe mounted to horizontal or verkal pipe. On horizontal pipe they should be installed on the top side of the pipe If thers are no provisions for testing the opwatfon of " How detection td not be Instailad wWn 8' device on the system, application of the VSR-Sr- le not recommended or W Rccesalbie. The units shoo , where they wH be of avatve, drain of ft hg whloh changes" direction of the watsrHow. Th6 advisable unit has a V NPT bathing for threading Into a non-corroehro TEE. Bee Fig. 2 for proper TEE size, type and Installation. The traquency of the inspection and testing and Its assocloted bbo N pA tllortitcrhtg system should be M accordance with the applica screwthe device into the TEE rdiing as Shown In Fig. 2. Cara muIstbetaken Codas and Standards and/or authority having lur% tctlon (manufacturer to property orient tho device for the direction of watarflow. recommends quarterly or more frequently), CAUTION: There are 8 paddles furnished with each unit. These paddles have raised lettering that shows the pipe size and type o Y f TEE that the are to be used with, The proper paddle nuWba used. The screw that holds the paddle must be securely tightened. IN MKT. #000003 - REV I PAGE 1 13F 2 PRINTED IN USA Mrs. #540002 - 3106 SIZE VOLTAGE MODEL NO. STOCK NO. CURRENT (MA)O TYPICAL dB 10 FT. MINIMUM dB @ 10 FT. 6 12VDC PBD126- 1706012 .12A 85 75 8 12VDC PBD128 1708012 .12A 90 75 10 12VDC PBD1210 1710012 .12A 92 75 6 24VDC PBD246 1706024 .06A 87 75 8 24VDC PBD248 1708024 .06A 91 79 10 24VDC PBD2410 1710024 .06A 94 79 6 24VAC PBA246 1806024 .17A 91 75 8 24VAC PBA248 1808024 .17A 94 75 10 24VAC PBA2410 1810024 .17A 94 75 6 120VAC PBA1206 1806120 .05A 92 82 8 120VAC PBA1208 1808120 .05A 99 82 10 120VAC PBA12010 1810120 .05A 99 85 Weatherproof backbox model BBK-1 Stk. No. 1500001. Notes: ' 1. Minimum dB ratings are calculated from integrated sound pressure measurements made at Underwriters Laboratories as specified in UL Standard 464. UL temperature range is •30° to 150°F. 2. Typical dB ratings are calculated from measurements made with a conventional sound level meter and are indicative of output levels in an actual installation. PRINTED IN USA MKT. #8850001-_FiEV K PAGE MFG. #5400776- 4/94 I E °� 2� t - . Central Sprinkler Company 451 North Cannon Avenue, Lansdale, Pennsylvania 19446 Pronoct . Technical Description Data g� Central Sprinkler Head Cabinets Model: Sprinkler Head Cabinet are constructed of a metal enclosure Style: 6 head or 12 head with a triple -hinged cover designed to provide on-site storage of an Standard Finish:: Red enamel emergency supply of sprinkler heads Mfgr. Source: Non-domestic and a sprinkler head wrench. Capacity: 6 sprinkler heads �:.. NFPA 13 requires a representative 12 sprinkler heads number of each type of sprinkler -head used in a sprinkler system to be Dimensions --. ---:. , -- _ . stored in a cabinet on-site to allow for -6 head 5 high x 14" long x HeAd 1 immediate removal and replacement 31/4" deep of sprinklers which may have 12 head - 5" high x 14" long x — operated or become damaged. 4" deep Central Sprinkler Head Cabinets Weight: 6 head - 2.3 lbs. are manufactured of heavy gauge 12 head 3.5 lbs. ._. steel with knock -outs to _ accommodate either 1/2" or 3/4'_ - N.P.T. threaded sprinkler heads and - P f are painted an attractive red enamel.Oak ! • They are available in six (6) or twelve (12) head capacity. T Specifically designed for the ® Self -Priming Design: upCrauw1. ruillp taunya are within the motor manu- following uses: When pump is primed it facturer's recommended • Lawn sprinkling : ` never needs priming again "' limits. Can be •Irrigation even if water -level drops _ operated continuously • Air conditioning systems Air below end of the foot valve. without damage. • Heat pumps It resumes pumping as soon for easy access to motor • Water transfer as water level rises again. m Mechanical Seal: • Dewatering Gas or air in the water will Carbon/ceramic faces, BUNA not airbind the pump. elastomers. 300 series SPECIFICATIONS ®Serviceable: stainless steel metal parts. Exclusive casing design • Back pullout design allows Model HP Phase GT07 1 GT10 1 GT15 1'/z GT20 2 GT30 3 GT073 % 3 GT103 1 GT153 11/2 GT203 2 GT303 3 Pump: disassembly of pump for prevents the seal from • Pipe connections: service without disturbing running dry. 11/2" suction 11/2" discharge • Capacities: to 110 GPM at piping. • To compartment motor SELF -PRIMING 5 foot suction lift. for easy access to motor f et.Heads: to 128 a wiring and replaceable ° • Reprime capabilities: to 25 components. US • foot suction hft. m Diffuser Guide Vane : ( ) 0 o a'° • Maximum workingBolt down diffuser provides t pressure: 125 PSG. positive alignment with • Maximum water impeller. Diffuser also has temperature: 160°F (71°C). Stainless Wear ting for nWater recirculates,but during re -priming Arrows after all all air has I Rotation: right hand ie; extended erformance.in P operation only. been exhausted been exhausted from clockwise when viewed abrasive conditions. F.D.A. Air is exhausted from suction line through suction rine. from motor end. " com compliant, injection molded, P ) discharge pipe. Motor: food grade, glass filled • NEMA standard open Lexan® for durability and drip proof. abrasion resistance. • 60 Hz, 3500 RPM. ®-Impeller: F.D.A. compli- • Stainless steel shaft. ant, glass filled Noryl®. • Single phase: 3/-2 HP, Corrosion and abrasion 115/230 V; 3 HP, 230 V ' resistant. only. Built-in over -load ®Corrosion Resistant: with automatic reset. Electro -coated paint process • Three phase: 230/460 V. is applied inside and out, Overload protection must then baked on. be provided in starter unit. s Casing: Cast iron Starter and heaters (3) must be ordered construction. 4 bolt, back separately. pull-out design. Tapped openings provided for vacuum gauge and casing I drain. 01997"Goulds Pumps Effective October, 1997 BGT Item:No. Descri tion ... 1:`0 2- ..• :.Gasbag '3"''` Seal'ring ` 'diffuser 4 Diaphragm 5 Machine screw 6 Diffuser 7 Impeller 8 Mechanical seal 9 Foot 10 Bolt — foot to adapter 11 I Motor adapter 12 Bolt — casing to adapter 13 Bolt—.adapterto)motor 14 Deflector Model.: GT07 . GT10 'GT15 GT20 GT30 GT073 GT103 GT153 GT203 GT303 HK.:: ;; % .,.:' , 1 .:. e _ ' 1'/:: 2 3 3/ 1 1'/ 2 3 ;Le¢gth Lam'. 19%6: .: 19 41?/e 20% 211'72 19 19% 20'16 20"/,fi 1 213/,6 20 63 59154 49139 GT15 81/4 60 55151 46137 GT153 40 45 38 33 20 14 Height 20 86 77 70 59 46 91/4 30 80 72 67 57 44 40 Wt. (lbs.) 48 52 60 65 1 76 49 1 52 1 55 1 69 1 71 Phase Single Three (All.dim qnsions are in inches 0 weights in tbs. Do notconstruction I6 11W NPT DISCHARGE 31/2 --)11 11/2' SUCTION .y s rw ...=tom C 1 �. � F®{� � �jjl; ` �• r �� �,� iij f..�k�{,`��•'; t'r�.t ' 4 s 'E.` Pan. METERS F 40 30 x Q 20 ,o J 0 10 0 Performance ratings arg in GPM. 0 5 10 15 20 25 m3/hr. r� PUMPS GALLONS PER MINUTE (0) CSGOU L®5 PU PS Single and three phase have same performance. Water Technologies .Seneca Falls, NY 13148 ITTIndust ries SPECIFICATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE. PRINTED IN U.S.A. PSI Suction Litt Model Disch. to Feet Pressure 5 110115 20 25 20 44 4136 31 24 GT07 GT073 30 34131126 22 14 40 104'0 0 0 20 53 61149 46 41 GT10/ 30 43 41138 36 32 GT103 40 29 22.16 8 10 20 63 59154 49139 GT15 30 60 55151 46137 GT153 40 45 38 33 20 14 20 86 77 70 59 46 GT20/ GT203 30 80 72 67 57 44 40 65 60 57 50 43 20 10510188 76 60. GT30/ ...30 ' 92 90 84 75 57 GT303 ,. 40 73 67 62 55 50 METERS F 40 30 x Q 20 ,o J 0 10 0 Performance ratings arg in GPM. 0 5 10 15 20 25 m3/hr. r� PUMPS GALLONS PER MINUTE (0) CSGOU L®5 PU PS Single and three phase have same performance. Water Technologies .Seneca Falls, NY 13148 ITTIndust ries SPECIFICATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE. PRINTED IN U.S.A. TUNE, 1980 Supersedes page P3 PUMPTROL® PRESSURE SWITCHES 1. Dated 3176 TYPE FSG ' MORE ABOUT THE PUMPTROL. PRESSURE SWITCH WITH FORM M4 LOW PRESSURE CUT-OFF. The Class 9013 type FSG Form M4 switch includes all the features of the standard type FSG Pumptrol pressure switch. In addition; the Form M4 low pressure cut-off feature aids in preserving the life of the pump. When pressure in the system drops to approximately 10 P.S.I. below the set cut-in point for any reason, such as a low water condition, the switch will open to tum off the pump.* When the condition has been relieved, the manual lever is turned to the start position and, if pressure '� t is restored while holding there, the switch resumes normal operation. The Form M4 manual lever also has an off position for com- plete pump shutdown. F ,OF IMPORTANT: The cut-in point must not be set lower than 19 P.S.L. consequently, the cut-out point on rising pressure must Sr' not be lower than 30 P.S.I. Electrical Ratings — See preceding page.-- NOTE: Form M4 is not available on FYG types. *Example: Switch set 20-40, low water cut-out = 10 a rox. Type FSG. Form G5 M4 (Shoo Combination of Pilot light and pP Low Pressure cut-off mwitications) Switch set 30-50, low water cut-out = 20 approx Switch set 40-60. low water cut-cwt = lh appt,tx FOR PRICES AND ORDERING INFORMATION SEE PRECEDING PAGES -1a 3.93 X -02.78 p 100 O I 71 K) CD 0 1— z z o• `, W z G- U CV "11 lti 1.19 �t 30 ­C26 s94 140 2.05 ` 1.39 52 35 SVMG iL1DIUS IS 2.25 N. Type FSG.2,Form AN UNDERWRITERS LABORATORIES LISTED Dual Di"nsm ®I�rr ItWA SgURRH33 56MPRNY ---=- 1i SR -SF VANE TYPE WATERFLOW PO'PffER FOR SMALL PIPs: ALARM SWITCH WiTH RETARD ~� potter I_factrle Signal Company potter Electric Signal & Mfg. LTD 2Dg! Craig Road • P.O. Box 28480 1967 Leslie Street St. Louis, MO 631464181 Don Mills, Ontario, Center M3132M3 (314) 878.4321 • (800) 325.3936 (416) 441 1833 *N. UL, ULC, COM t.ISTSb and NYMEA ACCEPTSO 8lrvlo* Prossure: Up to 250 PSI Minimum Flow -Rath for Alarm: 10012M Maximum Surge, 18 FPS Enelasurs: Dl"ast, red enamel finish. Cover held in plate vvtth tamper resistant wows Contact Platings: Two sets of SPDT (Form C) 15.0 Arms at 1251250 VAC 2.0 Ampsat0-30 VDG ' C+Mdult Entxanola: Two Knockouts provided for 112' cortduk Usage: Listed Plastic, Copper and Schedule 40 Iron Poe ° Fite pipe sizes 1 1141, and 1 112" Note: 8 paddles are famished with each unit one for each pipe size of threaded or awe at TEE, one for 1' CPUC, and one for 1 112' polybutylene (CTS -Copper tubing size) ' I Enviranmentxtl SpeolRcations; Suitable for Indoor or outdoor use with factory trMtalted gasket and die -oust housing NEMA 4 Rated l:nclosuro - use Vft approprtats conduit fitting Temperature Range: 40° 17/120° F (4.5° C/O' C) Caution: This device Is not intended for sppilcabons In explosive environments y Service Use: Automate Sprinkler NFPA 13 One or two family dwelling NFPA 1313 STK. NO, 11130U0 w Residential occupancy up to four stories NFPA-13R U.S. PAT. NO. 3921989, CANADIAN PAT, NO. 10091380 National Fire Alarm Code NFPA-72 OTHER PATENTS PENDING. t3ptlonal: Cover Tamper Switch, order Stk. No. 0090016 ThomeModal VGA.SF la a vane type waterttow switch for use on wet etp►inkler The vane must not rub the Inside of the TEE or bind to any way. The stem systema that use 1", 1 114', or 1 i/2" pipe size. The unit may AISO be used should move freely When operated by hand, as a aectonal waterflow detector on large systems. Thl.dlvice con also be used in capper ar pleats pip* ktstaAatkxu w?th the The unit contains two single pole double throw ansp notion switches and proper adaptefs sc that the spaciflad TEE Rang may be Installed on the en scfiustable pneumat4c ralard. The switches are actuated when a flow -of pipe run. 1 o gallons pAr minute or more occurs downstream of the de*s. The flow condition must exist for a period of time necessary to overcome the INSPEOMNANDTESTWQ: Checktheopgratonoltheunitbyopening selected retard period. e { the Inspector' last valve at the end of theaprintder kine or the drain and test oonw,tion, If an Inspector's test valve I$ not provided. INSTALLATIONt. These devices may be mounted in horizontal or verkel pipe. On horizontal pipe or they should be Installed on the top Bids Of the pipe If thero are no Provisions f� t� �Ing � �S � not r�lcorrxrtianded or where they vAl M amesalble. The units should not be Installad within II* device on the system, app► of avalve, drain or anti ng which changes "dlreCtion of thewatlrflow. The 'advisable unit has a 1" NPT bushing for threading into a non -corrosive TEE. See Fig, 2 for proper TEE size, type and Installation. The frequency of the Inspection and teetlng and its tasxlated protective nlortitorWg system should be In accordance With title applicable NFPA ScrewthedeviceInto the TFEfittingaeshown InFlg.2. Carlmuatbeteksn Codes and Standards and/or authorttyhav+ng )urfsfttion ("nufao'l1'rer to properly orient the device for the direction of waterllow. recommends quarterly or more frequency). WCAUTION: There are 8 paddies tumished with each unit. These paddles have rased le ceew that t S hOwE; the d the padd� Slxe and type of TEE that they are to be used with. The proper paddle 1 must be securely tightened. MKT, g$$D= • REV 1 PAGE 1 (W 2 PRINTED IN USA "Fa. 49400002 - 3NO Ti T— - - Manufacturers of Pumps and Supplies 2081 Frontier Trail PIPE, VALVES & FITTING:; Q Anderson, CA 96007 (916) 365-2555 Sheet NO. 1211.01 Effective 2-15-90 jnLSupersedes 0-00 L ORDER DESK: CALIFORNIA (800) 446-4800 NA110NAL (800) 222 -HAYS FACSIMILE: (9 16) 16 774tH BALL FLOMAT VALVES VALVES ONLY ORDER NO. SIZE WEIGHT LB. LIST PRICE NET 1-10 NET 11 & UP R400-1/2 1/211 1 $23.10 $11.55 $10.78 R400-3/4 3/4" 1 29.74 14.87 13.88 R400-1 1"j rolk; 46.80 23.40 21.84 R600-1-1/4 1-1/4" 107.14 53.57 50.00 R600-1-1/2 1-1/2"4 107.14 53.57 50.00 8610-2 2" 3 113.90 56.95 53.16 COPPER FLOATS ORDER SIZE WEIGHT LIST NET NET NO. I (G. P.M.) .AT VA P! I N I I- PRICE 1-10 11 & UP R440-5 5" 1 $24.58 $12.29 511.47 R440-6 6 1 28.80 ` 14.40 13.44 *R440-8 8" 1 79.83 39.93 :37.27 1 1: R 6 1 0 V LVE *FOR THRU-HOLE ADD 40% TO NET POLYPROPYLENE FLOATS_ ORDER SIZE WEIGHT LIST NET NET NO. (G. P.M.) .AT VA P! I N I I- PRICE 1-10 11 & UP PF5 ' 5" 1 $9.32 $4.66 54.35 PF6 6" 1 11.02 5.51 5.14 *PF8 8" 1 "1 12.92 6.46 6.03 5k x * FOR THRU-HOLE`ADD $4.03 EACH TO NET (G. P.M.) .AT VA P! I N I I- T P�` V 5�!,l'r` INLI1 PRESSURL-5 P.S.I. _ 125 105 85 65 55 -15l VALVE GALLONS PER MINUTE G.P.M. R400-1/2" 36.0 30.2 25.8 22.7 2().8 16:O R400-3/4" 64.3 56.5 47.1 1f ,. r) I 29.:' '', ') I 17.1 )> 8400-1' 82.5 76.4 69.0 i ).` 1 7 I 44.f; � u 8600 ALL 160. 144. 129. I t a I , ti �. 61) ';'' 4 SIZES R6l 0 267. 241. 218. I140. _1 - 1 -- I M. _�_ 4 ARE SUBJECT TO CHANGE WITHOUI NOII(:F 1.O.t3. til 11111Th(; POINT ALL PRICES AND SPECIFICATIONS HAYS PUMPS INC. 1990© f Ir --- - - -- T� ---- - ------------ --- _ - ---- --" --- - --- - 1. T--"- --- - -- -- - -- - --- - -- -� 4 x... • .:1. . ., 11 - I _. I � . I . .. I., I... ­.�..- . .. _ d- :1, *_ -. _ , . . I -1-1-1-111.11- --1...I =1 � ­;;;Ii� ;�;� .1. . I I., ... . . ,.: . . " . 4 . . . . I I . A I , . . . 11! mil =:74 ! � I I I I --- _1-1- _­.- " .. . .. ., .-- , � �..�- �� ­. . .. . . - . _ , . : . , . . - - III .. .- r , , , . . , . . ... I . . * I *: I I . : . . � j - - ­;- ,�. , ['' :i' ,1' . �' G . i z _ .I . .� . . 1 � or . r, �.._•.r-•�I - - • W. . y].�•►7 ' (• 1 .)! 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I . . r)11 // , /_ () y /� . . : . o,. p I,v�t✓ 1 0� ' -... . 1. _ - ---- -... _ ... .!...-. -. . , . t`! 0i G' PROJECT ,.f� ,41,0, ,E SYSTEM ADDRESS A�D36 _230 - 0.20I OWII -n¢ II C y OCCUPANCY CITY tmo ✓/LLG iw- /6 _ TITLE - PIPING PLAN and DETF ILS + DRA 6 . FOX COMPANY ;o`�a � ,p J69 N • Ale-- 1 .: ' 3995 Olive Highway 1- AjF Oroville, California 9596 (916) 533-2730 Lic. No. 305365 `TION C _jOi Z r. �.. C• V Q. �,�,. r ` V 1. cr p • 60924 . ' ;t. P 3 1 x �rFOF CF�P i ♦'t•r V : . 4. 1 b`. - . .-. f • :t 1 P I y t: '-' �' , r:1 s I , :S . :9 .' I i;, " a" Y •� I Q, 1^� y 1 i 1-1 j l a 1`([ t (�♦t• ♦:((* , .., . - i.s ...I2 . I(IIIIz.: (\-): 4z RESIDENTIAL F I R E SPRINKLER INKLEF IC. 305365 3 ._ SYSTEM DESIGN BY FOX COMPANY C-16 I TION REQUIREMENTS OF NEPA 13D, 2002 EDI I PCR R`�Q , -I ROBERTS HOME A CONST. P036-230-024 THEVEOS 7090 ORO COUNTRY ,CLUB RD CIRCLE DR. OROVILLE j OROVILLE CA. 95966 10/6/03 CALCULATED FOR 1 HEAD - WATER SOURCE IS WELL & HOLDING TANK 45 WATER PRESSURE LN HOLDING TANK I DEDUCT PRESSURE LOSS FROM SOURCE � TO SPRINKLER CONTROL VALVE MAIN SECTION EQUIV F T. PIPE 150 FT. 1-1/2'' I GATE VALVE = 2 FT, I= h 2 CHECK VALVE 12 FT. �) 2 ELBOWS = 18 FT, 8 FT. = ../ 8 TEES (RUN) 0 F T .0 FT. TEES (BRANCH) 44.07 f' - 0.93 X S _ 190 FT .0049 TOTAL - . .t DEDUCT HEAD LOSS FOR 8.68 3`-39 V � . •.�- _ _ •.���"� . 20 FT. X 0.434 : t .i DEDUCT PRESSURE LOSS FOR PIPING FROM .: -• SPRINKLER LVE TO FARTHEST S CONTROL. VA P _ - t ' ' n• UIV .F7 • ONE PIPE SECTION � { �. �.i��� a � •; • _ > > _ 100 F T 1 PIPE 4 ELBOWS F , r T. ,. . =FT. 'M�. •f COUPLINGS .. F LES (RUN) 10 A N C H s BR ) } S i T EE 0 2 1 1 _ 3 a 2 , _ T. 0 29 11' 5 F 1 b I TOTALS 4 •�� � I :1 T O J y" A iII P S.I S ION O R UL -I .M BRANFHEA-TYCQ L C 0R 2 .SI f ,, yy .., 1 , .- '1� ' � G.P.MK FACTOR 0F HEADS USED 4, 1 's1 " 1• , 1 , .�s.t•t : ' 1 a EQUIVALENT .EN FEET E 7C CALCULATED "E D 1 HEAD M t..} a. f M E13.P l. HEADG.P.M.F FLOW , i -C 0 FACTOR - 15 FRICTION l ,.OSS 3 MINUM PRESSURE REQUIRED 7 .0 4 P.S.I.P . _ _......• _.._ :_.,... _ •; - - .I. PRESSURE 1 _ VAILABLE IN SYSTEM31.10 P.S RESIDENTIAL FIRE SPRINKLER � 2 ANY C-•16 LIG. # 305305 !; Y +• STEM DESIGN BY FOX �I+,,,,; .,..• � �'�• p. .. • SYSTEM COMP I 1 � .• i OF NFPA 13D, 2002 EDITIOND� PER REQUIREMENTS - - S HOME n ROBERT CONST. �� `,•. ' THEVEQS -- -024 0 COUNTRY CLUB RD. 036 230 .. 90 OR OROVILLE ,«.... fi 70 E DR. QROV :Lt.. CIRCLE RC L � OROVILLE CA 95966 .; 10/6/03 / V s LUL TE HEADS - - -_ _ ----- _ r '•i �1- _ J t' •'r r - _ 0 � / : & HOLDING TANK WATER SOURCE ISwEL .. ...., . J .. '�. �.,•,s�.• t::'rWU4PAT : J 's + '•J a r f • 1� � WATER T ER PRESSURE E SURE I PR 45 NHLDING TANK DUCT LOSS FROM SUR . 1 t z • ,:w . 1 } , 1� , =, • H afr .E.•� , f�Y _�I.• ' , N T ROL VALVE V ETOSPRINKLER CO r .. i =Y •S ii .. F :. T. MAIN SEGTION y ^. Z r • a' L r y T. 1 _ F •r. 0 15 ,:. PIPE .. -1 2 1 1 y ,� ' Wil.• � Y.:• a 1 GATE VALVE i A L VE 1 2 F T . '1 , V 2 CHECK i' c S 18 FT. , ELB a - v ��. /,�..�... COUPLINGS �/�I fC T i3 C � t , r TEES (RUN) F' ' NCH = 0 '/�� TEES (BRANCH) 41.62 ; :> ' �. 0 3.38 X :017$ TOTALS - 190 FT. � '�� STlO%2 tt/GL•L- SPs2JiVX16V 0Y�v , , d .cam } _STI�cd�V' Al. � ° f E' HEAD LOSS FOR ELEVATION 32.94 DEDUCT - 8.68 34 I 0 FT. X Q.4 ) DEDUCT PRESSURE LOSS FOR PIPING FROM ' SPRINKLER VE TO FARTHEST SPR CONTROL VALVE 11 �rTp� ' PIPE SCCTION ONE EQUIV.FT. .__. _--------- ------------ I l PE - 100 FT, 4 ELBOWS 28 FT. 0' COUPLINGS 0 FT _ 7 FT. 7 TEES (RUN) TEES 10 FT. (BRANCH) c}7 . I 2 TOTALS _ 145 FT. X .1067 -15.47 17. G.P.M. - P.S.I. CONVERSION FORMULA ,. � •• .. - BRAND OF HEADS TYCO LF II = 4.9 2 = P. S. (G.P.M./ K FACTOR)2 f , ... , .' K FACTOR OF HEADS USED EQUIVALENT FEET -CALCULATED @ 2 HEAD ••. 2HEAD = 26 G.P.M.G.P.M. P.M. FLOW ( 13 G.., , .. , ' FRICTION LOSS 'CFACTOR 150 rr MINIMUM PRESSURE REQUIRED 7.04' P.S.I. f y PRESSURE AVAILABLE IN SYSTEM = 17.47 P. 1'' •