Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
056-180-013
t �" t i.. 1:,,. r..+� i Y. 4. .''i5ial. M�.e`. it a4�.i.s a,.•t+y.„f?eif `t�t ++- w r ♦ ���s�� t{i� ., � �� ..i / S � yir � l3i�S �#} �'`- { t � s c i'}, (��'�i.�t �,}!ir•}k�13 �'� .r •i 7 C'• ikist+ta *s it '{E� ) p i t ' r IN Y N +* . t C • �I.J' K7 t .t F 4 Si;�;f*.� t � jjY ¢7 i£t $t_L�. j;l :7T i # y'r _ t • i� � rf , ii,... •. t ! _. . w,�. .1 y .,f tR+ -Ca { c � r 44,,iIf1 _ _ .. i i • )fir. NOTES RESIDENTIAL - - 03-167 V i 056-180-013 f PERMIT NO. { WAELBROCK, MARK "-1- VIA DE LA CRUZ, COHASSET f � Cont: LEE, GARY NEW SINGLE FAMILY Iµ9 J. SPECIAL CONDITION$ - F CHECKED - - -,� SRA ^ 1 ' BY �, A t FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. ' SPECIAL INSPECTION ITEMS r - VERIFY'• -` U.SE PERMIT CONDITIONS'' r SUB -STANDARD HOUSING LETTER 1. OFFICE COPY t Address M GAS Meter By '5r_—Dat ELECTRIC j .,Meter By Date A, ,. :-JOB FINALED (Date) �� 0 x Signature ' J=OK, 0 = Not OK . = Not Readyable Card B-1 Date Card B-1 MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s Card B-1' Date 'Card B-1 1. Zoning Requirements -Setbacks -Easements . Zoning Requirements -Setbacks -Easements 2. Soils;.Special MH Support Sketch ` 3. 3. Sewer; Location -Test -Fall -C/O -Concrete ' Electricity; MH Test -Crossovers -Breakers -Clearances 4. Water; Location -Test -Easement Needed (Sketch) 6. 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete Water and Sewer Connected -C/O to Grade -HD Approval 6. Gas; Location -Test -Wrap;-/ /" L 'ft. Nat. or / /" L "ft./ P LPG 9. 7. Well Clearance & Disconnect Exits; Insp.-Sketch 8. Utility Clearance 9. Exits Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 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, . 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 Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) 2. 1. Zoning Requirements -Setbacks -Easements Pool Structure; Steel -Connections -Thickness Dead Men -Lining 2. Footings; Size -Spacing -Marriage Line 5. 3. Blocking Elec.; Enclosures; Conduit Entries -Terminals -Listed 4. Gas;. MH Test -Demand -Valve 8. 5. Electricity; MH Test Health Department Approval 6. Water; MH Test 11. 7. Water and Sewer Connected 12. 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 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Beams- Rftrs-Connectors Shthg-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors= Land ings 12. Braced Wall Panels Date Card B-1 Date . Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. u Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles.and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts -GA - 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 Lg6tg. Boxes- Enclosures -Panel boards- 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 UNIVERFLOOR (Plans) OK except #'s Pte/ Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth �S. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth Ftg., Porches & Decks; Soils -Steel-/ /" Ftg. Depth ./Stemwalls, Main; Steel-Blockouts-Wrapped _Date W Yold Downs and Special Anchors Date FRA G (Continued) Slab, Steel -Wrapped -8" ' P rs-Fire lace Ft .-Steel an ers-Post Caps -Anchors -Connectors D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer st Q • 10. UF, Gas Pipe; Size Anchors -Yard Ga ing; Si est is Access; Size & Romex Protection -Draft top -Ins. Baffles ++- W er Pipe; Test -Anchors -Regulator -Service Test Bdrm. Windows or Exiting Doors -Sill Ht Dimensions 1 Electric Underground Dat o 13. Plenums & Ducts; Clearance -Material -Support -Ins. Date ':�- -Girders-Sills-Anchor Bolts-Joists-Vents-Crippies Date 15.'.Acc ss & Ventilation lS s; Width -Headroom -Rise -Run -Landing -Fire Protection 16. Insulation I ood on Roof Overhang -Attic Vents -Rafter Outriggers aV�Elec. Receptacles Spacing -Lights & Switches at Doors Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 _Date PLUMING (Permit) OK except #'s Date FRA G (Continued) ater Htr.; Vent -Access -Combustion Air Baffle an ers-Post Caps -Anchors -Connectors ater Pipe; Test & Anchor -Nail Protection �0. , yy W.V.; Test Fittings &Anchor -Nail Protection Shower Pan; Test, First Floor -Tub Access 44,st Tub & Shower, Second Floor -Tub Access is Access; Size & Romex Protection -Draft top -Ins. Baffles as Pipe; Sixe & Anchors Vd. Fire Sprinkler; Test Bdrm. Windows or Exiting Doors -Sill Ht Dimensions Dat o L Card Qr1 Date Card B-1 Date Card EW Date Card B-1 Date ELECTRICAL (Permit) OK'except #'s V ' lS s; Width -Headroom -Rise -Run -Landing -Fire Protection 4. ,f"ixture & Transformer Clearance -Ins. Protection I ood on Roof Overhang -Attic Vents -Rafter Outriggers aV�Elec. Receptacles Spacing -Lights & Switches at Doors Iding-Nailing Veneer Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access W.Itjze Boxes & No. of Conductors Stapled omex Installed Close to Edge of Studs & C.J. Area -Glass Protection -Skylights -Plastic 2V Equip. Ground made up w/Mech Fasteners -Bond Gas & Water Walls; Nailing -Bolts Interior/Exterior Wall Panels Appliance Circuits in Kitchen & Conductor Size GFI Date 14. OWCard Date ,Sdbfeed Wire Size/ /ga. Cu or AI-A.C. Wire Size/ /ga Cu or Al Date FI Range Circle/ /ga Cu or AI -Oven Circ. / /ga Cu or Al Insulated Neutral Q Yes O No 32r Service -Riser Conductors & Ground Main Disconnect Equip. Clearances Panels-Motors-Mech. Equip. thes Closet Light -Shower Light -Spa Light Smoke Detector Date &, , Card B-1 r - Date Card B-1 Date Card B-1 Date Card B-1 Date v MECXMICAL (Permit) OK except #'s 3$! .C. Ducts Insulation & Support �0 nt Fan, Exhaust above insulation le ndensate Drain & Overflow, Size & Grade W. Fvfnace-Vent Access -Comb. Ait-Return Air Vent 115 Outlet 46' Attic Access & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRA"G (Permit) OK except #'s �ffls Proper Materials & Anchors ,3 ,Q palls Studs -Nailing Spacing & Braces -Plates -Sound 4T. ring Walls over Girders & Floor Nailing raft Stop'. in Walls (rat proof) ff�gre Stops, Furred Ceilings -Stairs -Chasers -Tubs . Headers & Beams -Size & Bearing _ -lam ♦— .._ � �_ � Date FRA G (Continued) an ers-Post Caps -Anchors -Connectors ling. Joist-Rftr. Ties- Purlin-Roll Brac.-Truss-Shting.-Rtng. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 5 is Access; Size & Romex Protection -Draft top -Ins. Baffles 5 . Bdrm. Windows or Exiting Doors -Sill Ht Dimensions rage Fire Protection Framing -R annel , Property Line Firewall & Openings 5$/E_t: Doors -One 3' -Check Garage 3rd Story, 2 Exits 96 lS s; Width -Headroom -Rise -Run -Landing -Fire Protection I ood on Roof Overhang -Attic Vents -Rafter Outriggers Iding-Nailing Veneer Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access _ .Glazing Area -Glass Protection -Skylights -Plastic 69!Shear l $}.gme Walls; Nailing -Bolts Interior/Exterior Wall Panels . Insulation -Walls -Ceilings a � 63. Infiltration -Walls- indows Date 14. OWCard Date B-1 , Date Card B-1 Card -1 Date Card B-1 Date FI Plans) OK except #'s Ewf. Steps -Door & Sidelight Protection -Landings 65 'Smoke Detector urn a Vents -clearance -Comb, Air-Connector- Irarage; Above Floor-Ducts-Mech. Protection 6 droom Exiting 68f G & Bath Fixtures & Tub Access -Spa lec Trim & Subpanel, Breaker Sizes & Labels 70. 5dirs & Rails (7jo�FiLppIace or Stove, Clearance -Hearth 7 I . Outjots at Wood Panel, Int. & Ext. Z3 it. F' . & Appliance; Ground -Air -Gap -Cooking Clearance 4. c. Outlets & Receptacles at Kit. Counter 7 . G ge Fire Door; Swing -Landing -Closure 7L(3�..qeb uct in Garage -Damper tr. tr.; Vents -Clearance -Comb. Air Connector-P.R.V. i arage; Above Floor-Mech. Protection PI ; Elac. & Mech. Equip. Listed for Location Receptacles in Garage (F.F.I.)-Romex Protection ns ion -Foam -Looked in Attic 84--G, mrd Rails & Deck Construction -Post Caps 82. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clear nce Looked under Floor O Yes 83. F wi nstld./Drive O Yes O No/Walks O Yes ❑ No/Planters O Yes O No r •' - St co Brown -Finish g,,6nit Disconnect, Electrical -Plumbing e is Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings Water Well, Disconnect, Electrical, Plumbing xg or,Elec. Trim, G.F.I. Receptacle -Underground 8 . e'ia 'on Throughout House I Protection or ections from Previous Inspections Gas TV -Meters Tagged, Gas -Electric 93. W & Sewer Connected -C/O to Grade -HD Approval ergy Compliance Certificate -Other Certificates &VAddress 96. Posted Fire Sprinkl Date - 6-Oy Card B-1 Date Card B-1 Dat Card B-1 ,Date Card B-1 Date.' Card B-1 Date Card B-1 Comments at Final: BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING,PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 FAX#: (530)538-2140 WEBSITE: www.buttecounty.net\dds LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. NL License Clash : License Number: Date: Ill1a'1 Contractor: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, orrepair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work; and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or herself.or through his or her own employees, provided that such improvements are not intended or offered for sale. If however, the building or improvements are sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.): ❑ I, as owner of the properly, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ❑ 1 am Exempt under Article 3 of the Business and Professions Code Date: Owner: WORKERS' COMPENSATION DECLARATION . I hereby affirm under penalty of perjury one of the following declarations: ❑ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit s issued. W I have and will maintain workers' compensation, insurance, as required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and p icy nu er are: Carrier: Q,�� (,tin.(?. Policy #: PERMIT NO. BP043225 Issued Date: 11/04/2004 APN: 056-180-013-000 Site Address: 6 VIA DE LA CRUZ WAY COH Map Index: Description: PERMIT TO COMPLETE 03-1675 (INSP 2X) Owner: WAELBROCK MARK J & RENEE L 703 BRADFORD CT CHICO, CA 95926-8768 Applicant: LEE, GARY CONSTRUCTION a I 676 EAST 1 ST AVE SUITE 15 95926 530-343-2518 Contractor: LEE, GARY CONSTRUCTION . 676 EAST 1 ST AVE SUITE 15 95926 530-343-2518 License #: 451450 Architect: Engineer: Total Square Ft: 0 S. F. Valuation: $0.00 ❑ I certify that in the performance of the work for which this permit is Census Code: s issued, I shall not employ any person in any manner so as to w become subject to the workers' compensation laws of California. and .agree that if I should become subject to the workers' V compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: Applicant WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in- addition to the. cos! of_ _ compensation, damages as provided for in Section 3706 of the Labor - / 1% code, interest, and attorney's fees. CONSTRUCTION LENDING AGENCY This permit is hereby issued under the applicable provisions of the Butte County Code anrvor I hereby affirm that there is a construction lending agency for the Resolutions o indicated above for which fees have been paid. � performance of the work for which this permit is issued (Sec 3097 Civ.) B / L Dater Name: Y' PERMIT EXPIRES ON: Address: in,rer ❑ 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. •❑ Notification in accordance with Section 19827.5 of California Health 8 Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to at authorize representatives of Butte Co my to ent upon qve mentioned property for i Print Name, I Date: ❑ Owner ❑ Contractor INSULATION CERTIFIC& Jol,umber: 4405 Gary Lee Construction 6 Via De La Cruz, Cohasset Contractor/Owner Name Job Address (street, city, state) Butte County Subdivision Name Lot Number DESCRIPTION 1. ROOF Material: Brand Name: Thickness (inches): Thermal Resistance (R -Value): 2. CEILING Batt or Blanket Type: Fiberglass Brand Name: johns Manville/Knauf Thickness (inches)-: 12 Thermal Resistance (R -Value): 38 Loose -Fill Type: Fiberglass.-, Brand Name: Johns Manville/Knauf Minimum Installed Weight/ft ' .5691b Minimum Thickness: 13 • inches In stalled.weight per square foot to achieve. Thermal Resistance (R -Value) of: 38 3. EXTERIOR WALL .Frame Type: A. Cavity Insulation Material: Fiberglass Brand Name: - _Johns Manville/Knauf Thickness (inches): 61/a Thermal Resistance (R -Value): 19 B. Exterior Foam Sheathing Material: Brand Name: '.: ' Thickness (inches):.,, .. < Thermal Resistance (R -Value) 4. RAISED FLOOR Material: Fiberglass Brand Name: :TohnsManville/Knauf Thickness (inches): Thermal Resistance (R -Value): 5. SLAB FLOOR/PERIMETER Material: Brand Name: Thickness (inches): Thermal Resistance (R -Value): Perimeter Insulation Depth: 6. FOUNDATION WALL Material: Brand .Name: Thickness (inches): Thermal Resistance -(R-Value): "a 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 Re lations) as ' dica on the Certificate of Compliance, where applicable. . Chico Insulation Item Number's ' - ' •Signature and Date'-- �"/ Installing Subcontractor (Co.•Name)•or-• --� General Contractor (Go. Name) or Owner. Item Number's Signature and Date l Installing Subcontractor (Co. Name) or General Contractor (Co. Name) or Owner 4 r 3060�Thorntree Drive # 10 , * Chico, CA 95973 ® • (530) 894-8833 voice .'(530) 894-8882 fax email: cj@r-c-e.com FIELD .REPORT #2 'Project: 6.Via De La Cruz, Cohasset, CA Job No.: 2002-051 Date: December 18, 2003 Time: 8:00 AM ' Weather: Clear, 450 1 r December. 1.8, 2003 Mr. Michael Vieira, Building Official Butte County Building Department Building 7 County Center Drive Oroville, CA 95965 (5,30) 538-7541 T RE: Mark and Renae Waelbrock Residence, Permit # 03-1675 ' 6 Via De La Cruz Cohasset, CA Dear Mr. Vieira, We have. completed a review of the footing, excavations for the 'residence under construction at 6 Via De La Cruz, Cohasset, CA. - The purpose of the .investigation was to witness installation bf reinforcing bars in accordance with the'recommendatioris given in our previous fe0ort dated' November 1.0, 2003. Vve.were present -during .the installation of all pins. The anchors were installed accordance. with our, f , previous recommendations. Thank: you for the opportunity to- be of service. .Please contact us at the address and number, above if you have any questions. Sincerely yours,^ • 1 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 ERMIT NO. (Reye/96) APPLICATION AND PERMIT — 2-5 ASSESSOR PARCEL NUMBER 056-180-013 G U T�Er BUILDING PERMIT OWNER WAMROCK MARK & RENAE HONESq. -4835 �, OCC. BUILDING VALUATION 3192 R 172,368.00ALU . OWNER'S MAILING ADDRESS 3060 THORNTREE DR #140 CHICO5 565 U 10 170.00 CTORS NAME cOM�GARY LEE _ 343.2518 ONE 1104 C 14 352.00 286 0 21002.00 CONTRACTORS MAILING ADDRESS 196 WISPERING PINES, COHASSEr 95973 CONSTRUCTION LENDER ifsl 45 d LENDER'S MAILING ADDRESS Fireplace A 1,500.00 Total valuation $ 200 392.00 ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 993.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 645.45 BUILDING ADDRESS 15 ' Energy Plan Checking Fee $ 23.00 $ PERMIT FEE $ LAT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE -V-. SF ❑ Duplex ❑ Mobilehome ❑ Other i SPECIFY Each Trap 181 7.00126.00 Solar or heat pump water heater 23.00 Water piping 15.00 15-00 Each as water heater or vent 15.00 1 9 -no TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ ' Describe Work: NSF W/GARAGE Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 20.00 Main Service zoOA OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class LIC. NO. OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service sow TO LOO 46.00 NEW CONST. DWEWNG OCCUP. U OR ADDNS. ( d ACC. BLDS. SO 3.S¢�: L .R.IDTMULT ' I.,RCUT jTS @7,50 POWER APPARATUS 8 SINGLE OUTLET CIR. Ex. OCCU OUTLET OR FIXTURES BAL @ I.500 Ex. Occup. GunFrsArM- °EA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirina 23.00 PERMIT FEE $ 1 97.50 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Filing Fee 20.00 Heating Coolin Hood 6.50 6-50 Ventilation PERMIT FEE $ 0/1 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.) V, I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X D to ��L ature of App icant - Owner ❑Contractor Agento' An OSHA permit is require for excavations over 5'0" deep and demolition or construction of structures over 3 stories in hep ht. Mobile Home Installation Fee $ Energy Inspection Fee $ 46.00 Occ CONST. TYPE TOTAL FEE $ 2224.95 HA D. F IMP FLO I 1DFJ PARC PD D SS This permit is hereby issued under of the Butte County Code and/or indicated above for which fees have the applicable provisions Resolutions to do work been paid. Dale fe Receipt No. C z L ., WHITE-D.D.S.-B.D. CANARY -ASS SSOR PINK -INSPECTOR GOLDENROD -APPLICANT .. _ t • � r �' + , .� �. �e •� � ~ � ��� gee, C�� rte, �S� ���� f �k���2� �,. 'f :.... COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: ASSESSOR PARCEL NUMBER ` �� 0l-3 Proposed Building Use: V�! S Counter Technician: Date: ��/ /3 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, signed�y the preparer of the plans. 2. Complete plans, 3 ori s ts,1Siig�edby the preparer of the plans. Engineered plans, 3 or4.fidt�,Z�4it vre? signature on plans AND 2 sets of stamped and signed calculations. _774. Engineered truss details and layouts in duplicate. No faxes! jlr5. 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 .................................... ❑ 10. Letter of intent for non-residential buildings ..........................:...•r.....,.,...................:.. ❑ 11. Detached Accessory Building Form filled out by the owner ..................................... ❑ 12. Hazardous Material Form............................................................................... ❑ 13. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) /N 14. Fees as spawn on the attached Schedule of Fees Due Sheet ....................................... 15. Statement of Intent for Non -heated and A/C Buildings........................................q. 16. Sanitation and plot plan approval from the Environmental Health 4Deaftment in CCS/�)-/$-03 17. City of Chico Plumbing permit............................................................California Department of Forestry plan approval paid. Sent_b......................19. Planning approval for (A) Use: O< (B)Parking: ce Check: ❑ 20. Contact Land Development about ❑ Improvements, ❑ Drainage ............................... El' 21. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 22. Pre -Inspection for required ................ Contractor's*h eense•information. (Number, Name Style, Classification) ...................... ❑ 24. Worker's Compensation Carrier and Policy Number ..............:.............................. ❑ 25. Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... W6. Letter of Signature authorization.................................................................... 7. Recorded copy of Agricultural Acknowledgment Statement .................................... ❑ 28. Manufactured home utility clearance............................................................... ❑ 29. Existing violations and/or expired permits......................................................... Q 30. ❑ Granpeed, ❑ M.H. Ti le/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ IV 1. Other: 1r- /^I When issued Telephone �S�% ( ivu� and hold for pickup. I have been informed of the above itema4ndrequirements for obtaining a building permit. ;In li ant:dex permit application for the above items numbered: 2. Additional items requir M Contractor, design , wner, w advised cf the above data byhone, ❑ 'mail, ❑ `counter, by, Contractor, des' ,was advised of the above data by `phone,/ ❑ mail, ❑ counter, by" Plans reviewed by: %, f' A Date: Plans approved by: Structural reviewed by: �r—Date: Structural approved by: Note transfer by: Date: ZQ-/ _a72 Yellow: Building Divisinn Plan Check Letter _Date: Date: Date_ rel COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 SCHEDULE OF FEES DUE + OWNER IAJ Ld�'a (�\ A.P. # _ 6,5 6 `rT o —D&_3 PROPOSED BUILDING USE �+ DATE RECEIPT # DATE REC. 1. BUILDING PERMIT FEES. Balance Due ....................... $ Additional Fees Due ................. $ Additional Fees Due ........ ....... $ V3. evised Plan Checking Fee .............$ HOOL DISTRICT FEES id at District Office) (Available after Plan Check) ERIFF FEES (paid at Building Division)sidential x $360.00 = $ (49 Units Commercial (sq. ft.) ............... x $0.03 $ Sq. ft. 4. URBAN AREA FEES (paid at Building Division) Residential ................... x = $ # Units Amt. Commercial (sq. ft.) ............ -x-=$ Sq. ft, Amt. 5. RECREATIONAL DISTRICT FEES (paid at District Office) (Available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) , r 7. SRA FIRE INSPECTION AND PLAN CHECK �O $9.00 (paid at Building Division) WATER TENDER FEES (Battalion #_) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER + At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed during the plan checking process. DP ICANT4 �— 10 9 3 . . Pursuant to Government Code Section 66020, you are hereby notified_ that items 2, 3, 4, 5, 6, 7, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original - Buiding Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev. 6/00) BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 FAX#: (530)538-2140 WEBSITE: www.buttecounty.netkdds PERMIT NO. BP043225 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of I Issued.Date: 11/04/2004 APN: 056-180-013-000 the Business and Professions Code, and my license is in full force and effect. License las : License Number: J61 --6D Site Address: 6 VIA DE LA CRUZ WAY COH Date: I I Contractor. C o Ur. ' Map Index: Description: PERMIT TO COMPLETE 03-1675 (INSP 2X) OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a Owner: WAELBROCK MARK J 8r RENEE L permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of 703 BRADFORD CT the Contractor's State License Law (Chapter 9 commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or CHICO, CA she is exempt therefrom and the basis for the alleged exemption. Any 95926-8768 violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an Applicant: LEE, GARY CONSTRUCTION owner of property who builds or improves thereon, and who does such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for 676 EAST 1ST AVE sale. If however, the building or improvements are sold within one year of completion, the owner -builder will have the burden of SUITE 15 95926 proving that he or she did not build or improve for the purpose of 530-343-2518 sale.). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed Contractor: LEE, GARY CONSTRUCTION pursuant to the Contractors' State License Law.). ❑ I am Exempt under Article 3 of the Business and Professions Code 676 EAST 1 ST AVE SUITE 15 95926 Date: Owner: 530-343-2518 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: License #: 451450 Cl 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 /.s issued. Architect: 0 I have and will maintain workers' compensation insurance, as Engineer: 9 required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and pylicy nurrAer are: Carrier.y wP Total Square Ft: 0 S. F. I ����� Policy #:_ Valuation: $0.00 ❑ I certify that in the performance of the work for which this permit is Census Code: issued. 1 shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: Applicant: WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an -employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. CONSTRUCTION LENDING AGENCY This permit is hereby issued under the applicable provisions of the Butte Cnunty CodR anrVor I hereby affirm that there is a construction lending agency for the Resolutions o indicated above for which fees have been paid. performance of the work for which this permit is issued (Sec 3097 Civ.) Name: BY ;Date: PERMIT EXPIRES ON: ' e Date Address: ❑ 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with of Butte o ty. I hereby all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substa ce of any official fo r:20j-) authorize representatives of Butte C my to ent� upon ve mentioned property for inspection urpo s. Print Name: Signature: Date: ❑ Owner ❑ Contractor ❑ Agent for Owne Agent for Contractor Ld. NOTES RESIDENTIAL PERMIT NO._'056=180-013 '-`—'"" 03-3182 ! WAELBROCK, MARK RENAE , C4J� -1 VIA DE LA CRUZ, COI-IASSET j Cont: WF SQUYRES FIRE SPRINKLERS F 1. 1 _ SPECIAL CONDITIONS CHECKED SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS , VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER,,' J=OK,, 0 = Not OK . = NotReadyble 7. MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s Utility Clearance 1. Zoning Requirements -Setbacks -Easements Gas; MH Test -Demand -Valve 2. Soils; Special MH Support Sketch . 6. 3. Sewer; Location -Test -Fall -C/O -Concrete Card B-1 Date Card B-1 4. Water; Location -Test -Easement Needed (Sketch) Card B-1 Date Card B-1 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete License Decals 6. Gas; Location -Test -Wrap;-/ /" L 'ft. / P Nat. or./ P' L "ft./ P LPG Date PERMANENT END SYSTEM (ONLY) 7. Well Clearance & Disconnect 2. 8. Utility Clearance Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Date 7. Card B-1 Date Card B-1 Date Gas and Electricity Tagged. Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except f!'s License Decals 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line Card B-1 Date Card B-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 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Beams- Rftrs-Connectors Shthg-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings . 12. Braced Wall Panels Date Card B-1 Date Card B-1 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 t 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 5;1 J=OK 0 = Not OK - = Not Applicable s = Not Ready Date RESIDENTIAL (Single & Duplex) #'s ii/Ft ., Main; oils-Elec. Grnd.-/ /" Ftg. Depth tg., G ge; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth 4. Ftq., torches & Decks; Soils -Steel-/ /" Ftg. Depth 5-'Stehwalls, Main; Steel-Blockouts-Wrapped and Special Anchors GrD.W.., all -Fitting -Test -2 Way C/O -Se Test p J2 10. UF, Gas Pi Size Anchors -Yard iping; Siz st 11. VWer Pipe; Te Anchors-Requlator-Service Test 13. Plenums & Ducts; Clea ce-Material-Support-Ins. 14. Girders -Sills -Anchor Bolts- 'sts-Vents-Crippies 15. Access & Ventilation 16. Insulation DateLZ .Q_5 Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s 17. Water Htr.; Vent -Access -Combustion Air Baffle 18. Water Pipe; Test & Anchor -Nail Protection 19. D.W.V.; Test Fittings & Anchor -Nail Protection 20. Shower Pan; Test, First Floor -Tub Access 21. T t Tub & Shower, Second Floor -Tub Access ' Q 22. bas Pipe; Sixe & Anchors Fire Sprinkler; Test 55. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s r 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. Date 28. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water Date 29. 2 Appliance Circuits in Kitchen & Conductor Size GFI Date 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 Al Insulated Neutral O Yes O No 32. Service -Riser Conductors & Ground Main Disconnect 33. Equip. Clearances Panels-Motors-Mech. Equip. 34. Clothes Closet Light -Shower Light -Spa Light 35. Smoke Detector 69. Elec. Trim & Subpanel, Breaker Sizes & Labels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 36. A.C. Ducts Insulation & Support 37. Vent Fan, Exhaust above insulation 38. Condensate Drain & Overflow, Size & Grade 39. Furnace -Vent Access -Comb. Ait-Return Air Vent 115 Outlet 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 41. Sills Proper Materials & Anchors 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. 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. ing-Nailing Veneer Stucco Mesh -Drip Screed -Fd. nts-Underflr. Access r 59. ing Area -Glass Protecti n -Skylights -Plastic Shear Walls; Nailirig-Bolts 61. race 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 ❑ Yes 83. Following Instid./Drive O Yes O No/Walks O Yes O 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: 1 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT = ��- ASSESSOR PARCELNUMM-180-013 ZONING BUILDING PERMIT OWNERTELEPHONE riSom k �?I,a: a e SO. FT. OCC. BUILDING VALUATION . OWNERS MAILING ADDRESS 3192 1:60 5107.20 CO CTOR'S E S M`9NE 1� J COM'$.SAI o XESS I Qb CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ SJQ7.20 ARCHITECT OR ENGINEER LICENSE NO. —Filing Fee $ 20.00 Permit Fee $ 81 00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 52-65 BUILDING ADDRESS 6 VIA DE Energy Plan Checking Fee $ PERMIT FEE $ 153.65 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SFX 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)6 I Describe Work: T J Vr�a W1 �, L c W <� �1 r � 1 rl C ( .�� s �< V`1 Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home S G W @20.00 PERMIT FEE S ELECTRICAL PERMIT Filing Fee 20.00 Main Service 2DDA 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 ull f r and effect. �^'� (`� / License Class �� LIC. NO. / �/ ( j OWNER -BUILDER DECLARATION 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. ❑ I 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 if I should become subject to the workers' compensation p visions of section 3700 of the Labor Code, I shall forthwith comply with ro isions. X Date �y Signature of Applicant - ❑ Owner NQ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Main Service 200A TO LDooA 46.00NEW CONST. DWELLING OCCUP, SO OR ADDNS. ( a ACC. BLns. 3.5QFT: NEW CONST, MULTI-OLET NON-RESIO. UTc 97.50 POWER APPARATUS a SINGLE OunFT CIR. Ex. Occup. OUTLET OR FDTTURES 20 @''0° BAL_ @ .50 ED AI Ex. Occup. puT PESIp.OEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE t MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspection Fee $ occ CONST. TYPE TOTAL FEE $ 153.65 HAZ. -- _ D. FEES IMP – ROOD CDF – --- – pAgCEL pD – -- -- HD – ISSUE This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. aa By / to V oZoZ �3 PERMIT EXPIRES ON 6� Defe Receipt No. WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION r7 County Center. Drive+, Oovilie, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: �� lnC JSP( -K) P /,0) (�FtI K ASSESSOR PARCEL NUMBER "0 Proposed Building Use: ', (�• s (i f n � �5 Counter Technician: f U Date: 1� g Items required in order`to apply fora permit.: All boxes MUST be checked OR marked NA in order to apply. �q 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. 10 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 4. Engineered truss details and layouts in duplicate. No faxes! t... ❑ 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 bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. 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. ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate... ❑ 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 ...................................................... ❑ 13. Fire Sprinklers..................................................................... ❑ 14. Agricultural Buffer clr and site plan apr from the Ag Commissioner Date Received By ........................... ........ ....... ............................ ........................ Sent by z' ❑ 15. Other 4 '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 ............ It' . ::................ 0 17. Statement of ed AIC Intent for Non tt d�` ❑ 18. Sanitation and stePlan approval frome Environmental Health Deparent in .: ❑ 19. City of Chico Plumbing permit....................................................................... ❑ 20. California Department of Forestry plan approval ❑ paid. Sent by: a.......::....:T ❑ 21. Planning approval for (A) Use: (B)Parking: (C) Parcel Check: ❑ 22. Contact Land Development about ❑ Improvements, ❑ Drainage ............................... ❑ 23. NPDES Form............................................................................................. ❑ 24, Encroachment Permit for driveway from the Public Works Dept ................................. ❑ 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) ..................... ❑ 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, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check.to H.C.D. $ ❑ 34. Other: When issued Telephone 5�/� `� S/ 5<- f"rn I -/pion j" and hold for pickup. I have been informed of the above items and requirements for obtaining a buildin permit. Applicant: P U \ aMi q Date: S61-2-1 1. Index perms applicationj4,tthe 4bove items n,64%4 Bred: Plan Check Letter 2. Additional items requirett I Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ cou terry Date: Plans reviewed by: Date: Plans approved by: Date: Structural reviewed by: Date: Structural approved by: Date: Note transfer by: Date: Yellow: Building Division --- i• r COUNTY OF' BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION P��RMIT7 County Center Drive - Oroville, Californi/a��A95965 • Telephone (530) 538-7541/`: (Rev. 12/96) APPLICATION -AND PERMIT ( ) ZONING yaBUILDING PERMIT ASSESSOR PARCEL NUMBER � � A / / / TELEPHONE SO. FTI OCC. BUILDING VALUATION MAKING IE . A 9NDERS HARING ADDRESS Total Valuation $ HITECT OR ENGINEER LICENSE NO. Flirt Fee $ 20.00 Permit Fee $ 00 ECr OR ENGPJRS MAKING ADDRESS CHREE r Plan CheckingFee $ BUILDING ADDRESS Energy Plan Checking Fee $ $ 17 T PERMIT FEE LDT NO, SUBDNISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 Elkch Trap 7.00 USEOFSTRUCTURE Sol or heat pump water heater 23.00 SF ❑ Duplex ❑ Mobllehome ❑ Other Water plptng 15.00 SPECIFY15.00 Each gas w er heater or vent TYPE OF WORKGas pipin ste 1 - 5 outlets 15.00 New ❑ Addition ❑ Remodel ❑ U8B6es ❑ Installation ❑ Other ❑ Building sewer 15.00 �u�l[ Mobile Home SG I W @20.00 Describe Work: " �'� [ � 1P� PERMIT FEE $ • ELECTRICAL PERMIT Fling Fee. 20.00 600V ON mt� Main Service 200A OR LESS 23.00 Main Service 2o" To iowA 46.00 1 NEW CONST. DwEULtG OCCx)P. OR AD0. S 4. ( a ACC. SDs. 3.5¢ . /� c Non�Roslo. Mu�T� �vrtFr @7.50 FEE PAID $ � S� ((Jv P°'G"^�P�"� a SINGLE OLRlET G0. .PERMIT 0 Ex. Occup.OR FOCTURES 20 @ I.00 BAL @ .� Ex. Occup. o m �s IoI Ek 5.00 C $ S Temporary Service 23.00 Moble Home Facilities 20.00 Wisc. Wiring 23.00 SHERIFF PERMIT FEE s MECHANICAL PERMIT Fling Fee 20.00 OTHER $ O Heating Cooling Hood 6.50 Ventilation $ PERMIT FEt $ Mobile Home Installation Fee $ $ Energy Inspection Fee $ CCc CONST. TYPE TOTAL FEE $ / S 6, / HAZ I D. FEES I IMP I FLOOD I CDF PARCEL I PO HD AMOUNT RECEIVED $ This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work /I �j C �I DATE RECEIVED l(/ /�"Q J indicated above for which fees have been paid. By Date RECEIPT #8� PERMIT EXPIRES ON eVe Im E.H. USE army Fiat Plea Attached Floor Plan Attached seat to 8:0./ — O:` Building Department FROM: Environmental Health - . f SUBJECT: Sanitation Clearance ` Owner. Location AP# Plan Approved for: Sewage Disposal ✓ Water Supply: Public Private Well Clearance for e dwelling. Other _3 w Ho `final for: ~ I "clearance O.K. or: ..NOTE: LJO Environments alth Specialist 8/96 L� -13 -0 3 Date _ i • BUTTE. COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM '(One form per Building) School District Oki torJl )n C�pA Xv Lli J__) J Building Department No. (J � (� ,( A.P. Number �S/ —% R�� YI / Jurisdiction: city County r Property Owner Property Location/Address #- 42 Subdivision Lot No. imoor runs reviewea oy 5cnooi uistnct District Identification No. •046A S 0>�� School District certifies that (Street -Address) (% (City) has complied with the requirements.of Resolution No. representing_ square feet. School District Representative Paid by Check # Remarks: (Applicant)) L� (Phone Number) t - (State)Zip Code), G V o�' by payment of $ 36•.'(5 11AB 2926 $ FULL MITIGATION $ >Az)/ � Date, I, 10 Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District,.in compliance with Government Code Section 66020(a), within 90 days from the date fees, are paid. Failure to submit a timely written,protest will prohibit A 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 (CEQAI1 this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department►, Pink (school district) feeform.xls 00/98)dmm .....................:......................................... . ................................................ Residential Development 0 [ Sq. Footage No'of Living Mobile Home Addition/ *Supplemental to (Group R) Units Installation Conversion Permit # .: '(No foundation inspection): ....................................................................................... Commercial/Industrial Sq. Footage New Addition (Including Exterior Roofed Areas) imoor runs reviewea oy 5cnooi uistnct District Identification No. •046A S 0>�� School District certifies that (Street -Address) (% (City) has complied with the requirements.of Resolution No. representing_ square feet. School District Representative Paid by Check # Remarks: (Applicant)) L� (Phone Number) t - (State)Zip Code), G V o�' by payment of $ 36•.'(5 11AB 2926 $ FULL MITIGATION $ >Az)/ � Date, I, 10 Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District,.in compliance with Government Code Section 66020(a), within 90 days from the date fees, are paid. Failure to submit a timely written,protest will prohibit A 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 (CEQAI1 this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department►, Pink (school district) feeform.xls 00/98)dmm Ci7PY of Document Recorded i .:.:. 22 -Oct -2003 2003-0073931 AND WHEN RECORDED MAIL TO: Has not been compared with original BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE. BUTTE COUNTY RECORDER OROVILLE, CA 95965 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: 50-0- 42-4 h° b 74 A Date PROPERTY OWNERS: • - � X57 �� l�a e � � �11P Q 2- • lti JQ P � �J (��X State of California ) County of _Ok_ e ) On _ Z' 'ZCd3 before me, W\S:�Q�15U,�1 personally appeared V_, versonally known.to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/ r ubscribed to the within instrument and acknowledged to me that ,he/she/(!�xecuted the same in his/her/!tAuthorized. capacity(ies), and that by his/her/ei gnature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand official seal. Signature. \ Seal: �, -� $TEPHENIE MADISON COMM. 11315267 , m NOTARY PUBLIC -CALIFORNIA (A A.P. #��% I (1 -CSI �- COO Q . COUNTY OF BUTTE ca Comm. Expires Jury 27, 2005 .,- 114 DESCRIPTION THE LAND REFERRED TO HEREIN IS SITUATED IN THE STATE OF CALIFORNIA, COUNTY OF BUTTE, AND IS DESCRIBED AS'FOLLOWS: PARCEL I- ;... . ". :...... .10 .0. .. .:. )r. 1.,... .. .:..:... . .:.:::,: ... G:. -.n:2r. ........,.:.:-,,. d. .:J�:'" ........ h f.N :5,..�-�. K=. r. r .:`:�.ia PARCEL 6 , - AS SHOWN ON THAT'S CERTAIN- PARCEL MAP, -RECORDED IN: THE - -' OFFICE OF THE RECORDER OF THE'COUNTY OF BUTTE, STATE OF CALIFORNIA,' -ON OCTOBER 2 8 ,. 1998, IN BOOK 144 OF MAPS , AT PAGES) 7 6 THRU 7 8 RESERVING THEREFROM A NON-EXCLUSIVE EASEMENT OVER VIA DE LA -CRUZ 'WAY, FOR ROAD AND UTILITIES, AS SHOWN ON THAT CERTAIN'PARCEL'MAP, RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF,BUTTE, STATE OF CALIFORNIA, ON OCTOBER 28,_,1998, IN BOOK 144 OF MAPS, AT PAGE(S) 76 THRU 78. THIS DEED IS MADE AND ACCEPTED UPON THE COVENANTS, CONDITIONS AND RESTRICTIONS AS SET FORTH IN THAT CERTAIN DECLARATION OF RESTRICTIONS RECORDED. FEBRUARY 25, 2000, UNDER BUTTE COUNTY RECORDER'S SERIAL NO. 00706713 AND AMENDMENT RECORDED APRIL 7, 2000, UNDER BUTTE COUNTY RECORDER'S SERIAL NO. 00-12375, BUTTE COUNTY, CALIFORNIA;_ ALL OF` WHICH ARE INCORPORATED HEREIN BY REFERENCE THERETO WITH THE SAME FORCE AND EFFECT AS THOUGH FULLY, SET FORTH. HEREIN AT LENGTH .AND GRANTEES .BY ACCEPTANCE OF THIS. -DEED APPROVE,.ADOPT, RATIFY AND AGREE TO THE TERMS OF SAID DECLARATION.. APN 056-180-013-000 PARCEL II: A NON-EXCLUSIVE PUBLIC EASEMENT FOR INGRESS AND EGRESS AND FOR PUBLIC, UTILITIES KNOWN AS HOGAN ROAD OVER PARCEL 2, AS SHOWN ON. THAT CERTAIN.PARCEL MAP, RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON AUGUST 19, 1980, IN BOOK 77 OF MAPS, AT PAGE(S) 77. PARCEL III- A NON-EXCLUSIVE EASEMENT OVER HOGAN ROAD.AND,..VIA DE LA CRUZ WAY, FOR ROAD AND PUBLIC UTILITIES, AS SHOWN ON THAT CERTAIN -PARCEL MAP, RECORDED IN- THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON AUGUST. 19 ,... 1980, IN BOOK 144 OF -MAPS, AT PAGE (S) , 7 6 THRU 7 8 . - ' EXCEPTING THEREFROM ALL THAT PORTION LYING WITHIN THE BOUNDS OF. PARCEL I, DESCRIBED HEREIN. = LARRY PARfM RETURN JO: PLANNING TO C H,I00 ENV H ALIN Fre Pr noon Subdivision Ma i J APPROVED CONDITIONALLY APPROVED --------------- -9 PERMIT CLEARANCE ID Permit Y. J -'� 10� �� Date: Genera/ Information Side street / Q'7► / APx: D—� U0- ` Owners Name: Parcel Acreage: 145-82—Ac— 45-82ALOwners OwnersAddress: Building Site Address: U • ,x. Pme--el Ylnformab%on , ' Permit Tyoe: ❑ Agriculture Building ❑ Commercial ❑ Industrial ❑ Mobile Home (FD ❑ Residential Accessc ❑ 2nd Dwelling ❑ Multi -Family >2 units per parcel _ !Septic *Well ❑ Other Zone District: Date of Zoning Ordnance: General Plan: Development Agreement: Use Permit: Variance: Parcel Is In: Land Conservation Agreement 14 No ❑ Yes, check use Minimum Acreage: Nitrate Action Pian - R No ❑ Yes Violation Area KNo C] Yes Specific Plan ❑ NO- -Yes ' ❑ Chico ❑ WN Cohasset ATT e_�A No ❑ Yes, check use ^^_ Enterprise Zone Floodplain aft l Yes Panel Num_ 3��D Zone: \' - g No , ❑ Yes ber: • sy z Watershed Protection Zone N . Pr000sed Use Complies With: & General Plan Zoning -kPr000sed Use Requires. ❑. Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Accessary Building Use Commercial/Industrial/Multi-Family Uses: Parking: ❑ Parking Requirements are OK as Shown ❑ Other Landscaping: ❑ Landscaping Requirements are OK as Shown . ❑ Cther. Road and Drainage improvements -Required: ❑ No [] Yes Aoolicable Setbacks: - f. Zonina Code Stmet 8i7fthways° Fre Pr noon Subdivision Ma Front Side ® . Side street Rear r+e��int • ,x. Environmental Health issues: Septic Permit Review: Well Permit Review: Land Oevelopment Review:. Parcel Created by ❑ Deeds Date of Creation: Deed Reference: Agriculture AlIndavit Required ❑ No ❑ Yes Oesignated Well Site ❑ No ❑ Yes Orainage Plan (Com/Ind/Multi) ❑ No ❑ Yes Legal Access Provided: Parcel Frontage on Publicly Maintained Road: Complies with County Standards for Deed Creation: Comments: JE Map Date of Recording: I Q Lot: co Conditions That Must be Met Prior to Issuance of Permit ❑ Verify Legal Parcel ❑ Verify Legal Access Legal Access Required: ❑ No ❑ Yes, Road Name: ❑ No ❑ Yes Block: ❑ Comply with condition no. of conditions of approval for the ❑ Obtain a Certificate of Compliance (See Planning Division for application). QM 0 ❑ No ❑ Yes ❑ No ❑ Yes Book: I L - / ❑ Provide Creation Deed -7678 Page: _ ❑ Construction across property lines is not permitted (See Land Development for a Merger Application/Lot Line Adjustment). ❑ Comply with Old Subdivision. Lot Ordinance (Maps Recorded Prior to Book 17 of Maps Page 23). ❑ Construct road to ❑ Meet parcel size required by zone ❑ Meet current EHD requiremi ❑ Other f r General Comments: Srgo ,vj LSA �)t-->)13CrD - o Q -0-a7 -PT wH4:�m is i'H6 SI -z5,7 D -P *NLS G'yeS, oov�,6 ? 1'riAx, S12r,' ALLauw C'D Is NO IC ITCHE �J - 'PfZ+C if) (T sor L WD2k�rZgV , AP2)L i15 TO IJ GIV -To s-rA Q i o zE, p 2c -P5, 0% (N2 C�t2.��-�-�2. Tl-qwr- t-AAy6, 6 6e4J- bis-ry 2I�E,D C>R A26, &y20D%'6C.6,+s Q R-1- 1 aNDGIZ +76eS Development policies -for the Cohasset Area Building Constraints Development shall be encouraged in areas where slope is 15% or less. L' SETBACKS: All buildings shall not be located closer than thirty (30)`feet from the parcel line. 2. SPACING: All buildings located on a single parcel shall not be closer than sixty (60) feet to another building. (The responsible fire agency may accept a low fire hazard landscaping as an alternative to the requirement of sixty(60) foot spacing between buildings. In no event will the spacing between buildings be less than thirty(30) feet.) rnA�' S't�� �•✓ T.--t7:i> � 1yc���E -To C iJGS'Y wv-S All dead brush, construction debris created by building or road construction shall be removed or disposed of prior to the final inspection and approval by the Building Division."- 3. ivision." 3. ROOFING MATERIALS: ' Used in high`fire hazard areas must meet Uniform Building Code Standard 32.7 Class B. Used in extreme fire hazard areas must meet Uniform Building Code 'Standard 32.7 Class A. Building roofing materials should be fire resistant. Untreated shake or wood shingles shall not be allowed. ; Tile roofs shall be fire stopped with concrete or equivalent resistive material to prevent entry of flame or embers. Spaces between rafters, the wall:plate line and the underside of the roof sheeting shall be filled with solid blocking. / 29 29 s3 '� NOTES This addition of map rn•ol is for Aform plioeeipurpo..J jr . d•udbinp condlil.n. oe or Mi dol. all/Ilnp and iJ not r Intended to a/brl record till. InlJrofl, A bra/epmool Import top for Shgllf parlAB.• .hal he paid t aweaanl to In' prerlJI.n. of Chdpti, 3, A/Ittle It of Ih. 8olta ' County Cede, prisr to Bite..,. a/W141" ParMis or U.e permit 1. Ih. Coes of o mebll. hem. park, $elf Ias amount Nil hr T do . WMAMed and eolculolod o. Of th• dale of appllral/on lar Ms buffdMg p-nall or UJ. P-11. PARCEL 8 f6a ,uppnerbn wk -41•r .M.Mf rholl DD InLalled m all -wde.ihd •Irualery. n oaaa 40" /HI fM l/o,b.a Fire " Prolerlfon 48—Talion 9landard for /A• JAr10/allon of $prinklar \ .pNm, M end add leo &.f& e►Nlln2r dod mah/le bane., fralpo tdSµ MFPA Standard ISD,un/rn a proDouPl f:d ta. ;t, +.r ayJfem,all.K 4/drvnfa sMaf .nx P/ra lk,p.rla..wat `!oo'J.I Ne R.a afar,%:r.F:ow Yr/ra iho p.Ka/.. •' 411 \\ ,. aC90 •N Ia(YiramMj•J of 441 i'oho'uaf spar%(•. P/en I l\\`\\\\V • Prorm uerobl. Je�ptta dl•oaf vI ar.o. PARCEL .7 . r aJ.a Awfrofm IJt rr Y� wMaNOW OereloDmanl of Ihe.r Iola may y radar. boymanl a/ .,lar land, /a.,. + f0'&p/w/..1..J ILtJ Iae nrlakle a/bared rllksl ro0 /h.1 of wIu -/l.. pw. aar.fo P,..mF ./ {hedr perosis wey ha JUDj a.+ ab Me PARCEL 6 ' Boot of Superrrmq . 4 ipfwf at dka fi..e ./ bar7Jrwy Prr'++il apP/ie.rb n. ' D ... bpmon) of Inn* Dorr•1• heal ,apai,• Doymaal DI .ata. tend., Isar. RCEL lO /al.al PARCEL B ` a _ Gm0 .a0 rbrh to In• Ikru period Iran Lprl' 10 to Nawmoer 15. Morh I / I.ddo POW. hydra -..d. ar DfherM.e alaNbr. the .dl on dl a.raJ atm a ^r I l - .lop. of 10% a D/mlar the hoa. pain df.IA.d or h.. been e— e of waelallatl and >r• o1 me Mt. mq•dol 11 t PARCEL 4 da. ADDITIONAL -AA4CEI PARCEL J MAP SMEET FOR JOSEPH A.• EOR19A JR. ;asa 2e er s3 '� NOTES This addition of map rn•ol is for Aform plioeeipurpo..J jr . d•udbinp condlil.n. oe or Mi dol. all/Ilnp and iJ not Intended to a/brl record till. InlJrofl, A bra/epmool Import top for Shgllf parlAB.• .hal he paid t aweaanl to In' prerlJI.n. of Chdpti, 3, A/Ittle It of Ih. 8olta ' County Cede, prisr to Bite..,. a/W141" ParMis or U.e permit 1. Ih. Coes of o mebll. hem. park, $elf Ias amount Nil hr T do . WMAMed and eolculolod o. Of th• dale of appllral/on lar Ms buffdMg p-nall or UJ. P-11. f6a ,uppnerbn wk -41•r .M.Mf rholl DD InLalled m all -wde.ihd •Irualery. n oaaa 40" /HI fM l/o,b.a Fire " Prolerlfon 48—Talion 9landard for /A• JAr10/allon of $prinklar \ .pNm, M end add leo &.f& e►Nlln2r dod mah/le bane., fralpo tdSµ MFPA Standard ISD,un/rn a proDouPl f:d ta. ;t, +.r ayJfem,all.K 4/drvnfa sMaf .nx P/ra lk,p.rla..wat `!oo'J.I Ne R.a afar,%:r.F:ow Yr/ra iho p.Ka/.. •' piny new Jua//uy• oJ+ mde ,or W. red./ah:.r ✓RRC \\ ,. aC90 •N Ia(YiramMj•J of 441 i'oho'uaf spar%(•. P/en I l\\`\\\\V • Prorm uerobl. Je�ptta dl•oaf vI ar.o. ~'•..bff Gk ran. 1. . r aJ.a Awfrofm IJt rr Y� wMaNOW OereloDmanl of Ihe.r Iola may y radar. boymanl a/ .,lar land, /a.,. + f0'&p/w/..1..J ILtJ Iae nrlakle a/bared rllksl ro0 /h.1 of wIu -/l.. pw. aar.fo P,..mF ./ {hedr perosis wey ha JUDj a.+ ab Me p•7—IL ./ ver. 1/.rd lyw..p pry .• •JepFd ey fka ' Boot of Superrrmq . 4 ipfwf at dka fi..e ./ bar7Jrwy Prr'++il apP/ie.rb n. ' D ... bpmon) of Inn* Dorr•1• heal ,apai,• Doymaal DI .ata. tend., Isar. RCEL lO d _ Gm0 .a0 rbrh to In• Ikru period Iran Lprl' 10 to Nawmoer 15. Morh POW. hydra -..d. ar DfherM.e alaNbr. the .dl on dl a.raJ atm a ^r .lop. of 10% a D/mlar the hoa. pain df.IA.d or h.. been e— e of waelallatl and >r• o1 me Mt. mq•dol E r.aD': ADDITIONAL -AA4CEI MAP SMEET FOR JOSEPH A.• EOR19A JR. PARCEL 2 OF 77 M. 77 AND A POR. OF SFC. 33 T. 24 N., R, 8E.. M.D.M. i BUTTE COUNTY, CALIFORNIA tFq�r/4 JJ ae _ 8q.17QLACR.01. og,-'f4/6B)7- ?.BJ PARADISE. CAL"RN44 BB9GB • _e s 1 g n Truss Take -off Design' Sales si stance Monte Call - 793 Camellia Dr - Paradise, CA 95969 (530) 811-4132 Office (530) 811-4732 FAX TRUSS ENGINEERING SEP 10. zuua Waelbrock Residence Revised Engineering PLAN R�v1E\N wV10VA1- sv P 1 5 2003 LOW e ETERSEN POWERS pSSOC1AjES Truswal Systems (800) 332-4045 - -- - - is ■I ��l MEMO,- — / �MINE - MSI► RON Ilii - -_- SI III MI■�,. SII l" " — . mill �.�--------=_'■I■II _- 1 13 NOMINEE is in II® II■■I■I■I■I■I■I�. -- I� '� i II■■I■I�I�I■�lel� It ■I■I■I■I■I■I■I■i■I■■I■I■I������u� ►'�����i�i��i►��:�.. Job Name: "Iwael BRG X -LOC REACT SIZE ItEQ'D 1 0- 4- 6 731 5.50" 1.50" 2 15-9-8 1001 5.50" 5.50" TC FORCE AXIL OND CSI 1-2 -1073 0.00 0.14 0.14 2-3 -1304 0.00 0.14 0.14 3-4 -1339 0.010.12 0.13 4-5 -473 0.00 0.10 0.10 BC FORCE AXL BND CSI 6-7 528 0.05 0.04 0.09 7-8 1513 0.13 0.08 0.21 8-9 1010.0.07 0.07 0.14 9-10 518 0.05 0.03 0.09 WEB FORCE CSI WEB FORCE CSI 1-0 -685 0.14-8 825 0.26 1-7 768 0.34-9 -616 0.10 2-7 -447 0.09-9 544 0.22 2-8 S99 0.15}10 -1007 0.29 3-8 1427050 MAX DEFLECTION L/999 IN MEM 8-9Lf1lE) L= -0.03" D= -0.05 To -0.08" ' r TC 2x6 DFL art 8C 210 DFL i 1 8 W. WEB 2x4 DFL STANDARD 2x6 DFL t2 10-5 PLATE VALUES PER ICOO RESEARCH REPORT 91607. PLATING BASED ON GREEN LUMBER VALUES. Truss ID: L2A Plating spec : ANSIMI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. BEARING REQUIREMENTS shown are based ONLY on the truss material at each bearing Loaded for 10 PSF non -concurrent BOLL End verticals designed for axial loads only. Extensions above or below the truss profile if any) require additional consideration by others) for hortz. bads on the bldg. g 4.2 6-" t3 4 5' • ' . 10.00 710.00 6-6 11- )4 4-4 T 3-113 This truss Is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurr1caneJOcean Une = No, Fxp Category = B Bldg Length = 90.00 ft, Bldg Wldtlt = 40.00 ft Mean roof height - 25.51 ft, mph = 80 UBC Standard Occupancy, Dead Load = 27.0 psf 11-04 SHIP 3- -7 ' 2- -6 2-3 ` 0-:h14 10.00 -10.00 0*8 t 9-0-4 F 6-10 ' 2- -4 01-10 ( 15-10-10 � STUB 6 7 8 910 I STUB 1 tQ �! r : l•�N . 227 •t) ,t, �, o 0 7 _ v Truswal Systeffls 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 �!Y positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). (�.�J �/9/03� WARNINGRead all notes o4,this sheet and give a copy of it to the Erecting Contractor. This design is for individual Cust: da an building component nol laem ss system.. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No 9 WO: Drive L00005 ]00001 TRUSWA responsibility res is aswmetl nor tlimensbnal accuracy Dimensionsare w be verified blithe component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads utilization this design meet Or exceed the loading _C_jIwael Dsgnr: ITC #LC = 14 Wr' 171# imposed by the local building code and the particular application. The design assumes that the lop chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly TC Live 16.00 psf DurFacs L=1.25 P=1.15 ® SYSTEMS cached. "mess Otherwise noted Bracing shown Is la lateral support of components members only to reduce buckling length. This component shall rid waced n ar Y environment Incl will muse the moisture TC Dead 17.00 psf Rep Mbr Bnd 1.15 4445 Northpark Dr. Coto CO BO9O7 content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate• hargle•'nstali and brace this truss in accordance with 'JOINT DETAILS' by Twswal,'ANSI/rPI 1', WTCA V -Wood Truss Council - of America Standard Design BC Uve 0.00 psf ,. O.C.Spadng 2- 0- 0 .Springs, Ti usPlus 6.0 Ver: T6.3.9 Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' 018-91) and HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is boated at D'Orlofrio Drive. Madison, Wisconsin 53719, BC Dead 13.00Sf p Design Spec UBC -97 The American Forest and Paper Association IAFPA) is located at 1111 19th Street, NW, Ste Soo, Washington, OC 20036. TOTAL 46.00 psf DEF.Ratlo: 1./360 TC: L/480 v Job Name: ilwae BRG X -LOC REACT SIZER Q-0 1 0-4-6 823 5.50` 1.50" 2 17- 9- 8 1093 S.50' 5.50' TC FORCE AXL BND CSI 1-2 -1242 0.00 0.13 0.13 2-3 -1679 0.00 0.13 0.13 3-4 -1691 0.01 0.12 0.13 45 -1071 0.00 0.110.11 BC FORCE AXL BND CSI 7-8 1739 0.. S 0 8 0 24 8.9 .1588 0.14 0.07 0.21 9.10 581 0.06 0.03 0.09 WEB FORCE CSI WEB FORCE CSI 1 7 8 8 0.�9 -577 0.10 2-7 -538 0.049 7740.31 2.8 746 8.2410 -10550.17 3-8 1876 0.69 4AX DEFLECTION (n) /999 W MEM 8.9 TL]VE) -0.04' D= -0.07 T- -0.11' -TC 2x6 DFL r2 BC 2x4 DFL M 1 8 Bur. WEB 2x4 DFL STANDARD PLATE VALUES PER ICSO RESEARCH REPORT 11607 PLAIING BASED ON GREEN LUMBER VALUES. Truss ID: L2B Plaling 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 Loaded for 10 PSF non -concurrent BOLL. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration by others) for horiz. loads on the bldg. 9-4-2 ) 8-6-8 • t1 2 3 4 5 10.00 -10.00 6-6 2-3 0-:�14 10.00 -10.00 9-0 0 8 L 4 1 1 0-1-10 17-10-10 B-1-0 2-11-4 STUB 6 7 8 9 10 STUB 11- -14 SHIP 3 -7 0-9-6 Qty: 1 This truss Is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss location = End Zorn: Hurricarle/Ocean Line = No ,Exp Category = 8 �d0 �9� = 90.00 It, Bldg Width = 40.00 R UMean BC Standard height = 25.51 Itmph = BO Occupancy, Dead load = 27.0 psf j far k�f Au17 A(G Z)� �' Y � ��� p�'PN o ��f 9/9/03 Cust: da Truswal Syslons Plates are 20 ga. unless shown W18'(18 ga.),'H-(16 Be.). 01-MX'(TWMX 20 ga I. positioned per Joint Details Report. Circled plates and false IranTe plates aro Positioned as shown above. Shift gable sled plates to avoid overlap with structural plates (or staple). WA Dsgnr: me Read all notes o7��his sheet and give a copy of it to the Erecting Contractor Ihis Cosign is lot an Individual building conlponenl nol #LC = 14 VVT: 179# truss. syslo . It has been based on specifications providW by the coinf-enl manulaauior d and done in accordance with the current .arsons of TPI and AFPA lesion 16.00 psf slandaNs No rospons t.1,ty.s,as'id for dirnonsional accuracy. O mnnsdmsae w W vonlyd by Ino componam manulanwer 7RUS �� a W 0 OuIWi designer the bads ulllo d on $his deign nxlat or a,cood Ino bW�ng imposed by 11� tical bristling ' l oesignt" intisl aseanaln that Rep Mbr 8nd 1.15 codeand the particular p he tOs 'be' the lop chord Is laterally bawd by "to fool or Moor shnalnirg and Ilia bollom chard ® SYSTEMS Is laterally braced by a r10d1 Iawalllolrgl 01 maloualgtlirnclly l- ' u"I" oll"'" ro1W Brunfg shown Is Ia Luufal suppull of cunlpononls mumbrs only to 4445 Northparl( or. leduca buckling length This component shall 001 be placed In any onvuonmant that will cause the moislura whlonl of the wood 10 aaceW IB9e and/or Cause ng langtor plata om o neat Fabncata. handle, Ivan and braW alts truss in Coto Springs, CO 80007 Wcontance with JOINT DETAILS' by riusval. •ANSIn PI 1•, WTCA 1•.WoW Truss Council of Aman" Standard Design ResponsrbdAles. HANDLING INSTALLING AND BRACING TrUSPIU5 6.0 Ver'' T6.3.9 METAL PLATE CONNECTED WOOD TRUSSES* {HIB 91) and 1118 91 SUMMARY S1IEET' by TPI The Truss Pill, Insulule (TPI),s locjtud al arD fro Drive. MWlson, W15WnsIn1 Sal l9 The "menton Faresl and Paper Assouaton (AFPA) Is bcatW at 1111 191h Street. rAV• SIu 800. Washington, DC 20036. Qty: 1 This truss Is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss location = End Zorn: Hurricarle/Ocean Line = No ,Exp Category = 8 �d0 �9� = 90.00 It, Bldg Width = 40.00 R UMean BC Standard height = 25.51 Itmph = BO Occupancy, Dead load = 27.0 psf j far k�f Au17 A(G Z)� �' Y � ��� p�'PN o ��f 9/9/03 Cust: da WO: Drive_CJlwael_L00005_100001 Dsgnr: me #LC = 14 VVT: 179# TC Live 16.00 psf DurFacs L=1.25 P=1.15 TC Dead 17.00 psf Rep Mbr 8nd 1.15 BC Live 0.00 psf O.C.Spacing 2- 0- 0 BC Dead 13.00 psf Design Spec UBC -97 TOTAL 46.00 psf DEF.Ratlo: U360 TC: L/480 3060 Thorntree Drive #10 • Chico, CA 95973 ® ®"E' (53 0) 894-8833 voice (530) 894-8882 fax email: cj@r-c-exom Butte County Building Department Building I 7 County Center Drive Oroville, CA 95965 . (530) 538-7541 S -EP 1. 0 1003 RE: Mark and Renae Waelbrock Residence Permit # 03-1675 6 Via De La Cruz Cohasset, CA To Whom It May Concern, Our office has reviewed the truss design and calculations from Design Assistance. for'the above residence. The layout and design are in; agreement with our structural package. Thank you for the opportunity to be 'of service. Please contact" us at the address and number above if you have any questions. Sincerely yours; Charles J. Roberts, PE P� 5 ti A August 11, 2003 County of Butte- FIRST�CK Jurisdiction Appl. No:: 03-1675 - Mark and Renae Waelbrock. LP2A Job No ..203015-040- 3060 Thorntree Drive #140 t Chico; CA 95973 - Phone.: (530),343-4835 I Fax:- Not- Provided Re: Plan Review: Waelbrock SFD Address: Via de la Cruz Dear Mr. & Mrs: Waelbrock: r t Linhart Petersen Powers Associates (LR2A) has completed an- initial- review of the following ,documents: } 1 • Plans: One (1) copy plan sheets 1 through S3. (14 sheets)title sheet dated. June 03i 2003: 2• .Structural Calculations: One (1) copy dated February 02, -2003 -by. RCE Engineering: 3. Title 24 Ener av Compliance Documentation,: One (1) copy'.dated February 21, 2003_ by Energy -Calculations Services. 4:.- , Truss Calculations: One (1'); oopy_dated February 20; 2003 by KBI Norcal. Note: Floodplain- Mitigation Measures and/or comments will be reviewed by Butte County. These documents- were- reviewed- only fo) their conformance to the 2001 California Buildin Plumbing, Mechanical, and Electrical Codes,,. Our comments -follow on the attached list; 9 Please submit an itemized response letter and two. (2). sets. of complete and- revised documents .with all revisions -clouded. t ' i Sincerely,. LINHART+PETERSEN POWERS ASSOCIATES ' Roger 0fers E Richard N. Essenwanger. Structural Engineer i-C.B.O. Plans Examiner KB/RNE;ag Enclosures i:lpendingplanreviewlbutte1203015-040.doc c:Mr. Michael Vieira t Building Inspection Mgr., County of Butte ' FAX: (530) 538-2140 , LINHART PETE.RS.E-N POWERS- ASSOCIATES 761OAuburn Boulevard - Citrus Heights. cA95610 1 (916) 725-4200 FAX (916).725-8242. + Toll•Free (87)j 235-0653 . :.l . r Waelbrock SFp Via de La Cruz County of Butte First.Check, August 1-1, 2003 LP2i4 Job Not ifiwm G1. G2. G3, G4. G5 G6:• G7. G8: Gg. 1s Re-, Page 2. w Occupancy Group(s): R -3'I U-1 ' Type of Construction: ,� V -N Stories:. � Two" (2) Stories. Building Area (sq, ft:): j '3192 Living (2874 1" floor ¢ 388 2nd floor) 565•Garage, 716 Patio, 286 Sun Decks ` Please provide the Building Area. informationon- the cover sheet of the plans. The following. plan- review• documents are- based"'on the County of Butte Building Regulations. For your convenience, the following comments are referred to the 2001 California Building -.Code unless otherwise- hoted: Please respond in writing to ea ch comment by. marking .the attached- comm ent- or creating - a response letter. Indicate which detail, specification, or calculation shows list- the requested information., Your complete and clear responses -will -expedite -there -check -and - hopefully, approval of this project. Thank you for your assistance. For -clarity, specify on cover sheetthat the`2001 CBC, CMC, CPC, CEC,•as amended State of California and local jurisdiction are applicable to- this -project-. Sheet -1. by j , Please be sure to include the name and signature of designer -or. other person -responsible. for the -plans on all' re -submitted pian sheets. California Health & Safety Code Section 5536.1 Please be- sure to include on the re- sf nature, registration number and, expirationadate. on. alll the - sheets of p ars- fall- srheets of plans --depicting structural designed elements] and cover sheets of specifications and calculations. UBC 106.3.2 Provide a complete p ete plot plan showing the following..types of information: (1) -front, rear; and side yard setbacks and"lot dimensions; (2) distances between buildings; (3) house number location which is visible to the adjacent public street;.4 on the site and setbacks to proposed construction; (5),north arrow; (6)ylocatio not private sewage -disposal-system;-(7)-site-g'rading-and--drains a -to. ana . UBC 106.3:3- 1 g pproved-drainage-,-system: --- NOTE: If site= related -comments are'applicable to this project, they'will be others (e.g., City Engineering, Public Works. Health, etc.).., generated by Provide confirmation the shown private sewage disposal. system- (i.e-.; septic/leach-field- system) has been approved by the appropriate Health Authority: ARCHITECTURAL COMMENTS: j . Al Because: the- occupant load of the 11.1 Floor is 10 or more (i.e., floor area greater than 2,850 square -feet), please revise the,floor plans. to- show a. second- exit a ro riately- distant-(i:e.; '/Z of the overall diagonal dimension) from .the other. Doorways serving each of the two required exits must accommodate a. 3x6_ minimum size -door: Doors serving the two required •exits may not be sliding. doors. CBC 1003.1, 1,003.3. 1,, 1004:2.4 & Table 10-A #11 j tti 6 Waelbrock SFD • Via de Le Cruz County of Butte First Check A'ugost 11, 2003. LP2A Job No.: 2030015-040 ` Page 3 A2. Please revise the plans. to specify that all exit -doors and egress -doors serving areas with an occupancy load of 10 or more shall have hardware operable from the Inside, without - the use of key, tool, special-effortor special knowledge (this prohibits the use' -of night latches, chains, independent dead bolts, double cylinder dead -bolts, etc.. It -also means - that dead -'bolts and door=latches need'to be interconnected so that a sirigle action both unlocks and opens the door.as in commercial buildings). 1003.3.1.8 Exception -#2... A3. Please revise the plans to specify, minimum. YA-inch-per_foot- (2%) slope -for -weather - ,exposed Sun Deck which is sealed underneath. CBC 1.402.3 &.CBC,224 Definition of "Weather Exposed Surfaces"' A4. Please. revise plans to provide and show required. cricket. or saddle- draining 'ihe flat- valley created 'where the plane of roof intersects the chimney chase. CBC 1506.1 & CBC 1611,7 MECHANICAL AND piLUMBING COMMENTS: MP -1., Please revise plans to specify that the factory -built wood fireplace shown shall be' an EPA -Certified Phase II device and installed per. its . listing .and the- manufacturer's - installation instructions which shall be provided to the field inspectorat the time of inspection. Butte County -Air Quality.Management DistrictRule=207 T-24 ENERGY COMPLIANCE COMMENTS: T1. The Title -24 report specifies that one 40 -gallon water heater -and -,one 50-gallon•water heater will be installed but Sheet 1 shows one 50 -gallon water heater and one 75 -gallon water heater and Sheet 11 shows cwo.50-gallon. water heaters.. -Please review and revise - plans and/or Title -24 report so that they are reconciled as to the size of water -heaters to be installed STRUCTURAL COMMENTS: S1.' All structural calculations and drawings .are to be signed.by the structural- en ineer-'of -- - - -- . ---record'upon-resubmittal—CBC-1.06:3,2-.- ..---...: _ g S2: Amend general note 1:6 on sheet S1 to indicate the 2001 CBC. CBC 106.3.3 S3. Revise the`glulam beam notes on sheet 81 to indicate that glued -laminated fabrication shall be performed in an approved fabricator's. shop in accordance.-with-CBC.1`701.7. CBC 2304:4:3 S4. Revise the glulam beam notes on sheet 81 to, indicate. that. glued -laminated beam inspection certificates shall be submitted to the field inspector prior to completion of the frame inspection in accordance -with -CBC 1704.6:2: S5. Amend the abbreviation list on sheet S1 to include.."B.O.�, since,it- is referenced -in -man details -on sheet-S3'and is unclear. CBC 106.3.3 y S6; Review and -coordinate shearwall types "6 & 7", since the'nail size and spacing indicate in the shearwall schedule on sheet S3 deviates from. the shearwall- schedule- on sheet- 5. a CBC 1633:2:3 - y E, Waelbro ck SFD 1 Via de La Cruz County of Butte -First Check. August 11, 2003 LP2A Job No.: 2030015-o40 i Page 4 S7. Revise the A35 anchor indicatdd 'in detail 6/S3, since an A35- anchor may not be bent- as shown in the detail. Amend using a bendable anchor, such as an LS anchor. CBC 1633.2.3 S8. Revise detail 7/S3 to clearly indicate shear transfer.. from. the bottom., chord- of the shear blocking panel into the top plates of the sheanivall below. CBC 1605.2 & 1633.2.3 S9.-- Amend- detail, 8/S3 -for the following item: - 1. Provide a diagonal brace from the top plate of the double -.top plates to the roof diaphragm, as well as connections of the brace to the 'double top plates & the roof diaphragm. The brace is required to brace the top of the wall -due -to -the out -of -plane lateral loads. CBC 1605.2 2. Amend the location of the'A35 anchor to connect -the bottom -chord -of the -truss - to the top plate of the double top plates. CBC 1605.2 & 1633.2.3 SM., Provide -a structural detail to clearly indicate all porch beams to post connections. CBC 106.3.3 S11. Clearly,indicate all post sizes on the plans for this project: CBC 106.3.3 S12. Amend the second- floor framing plan on sheet 2 & the roof framing plan on sheet 6 to clearly indicate the width of all microllam beams employed for this project, in accordance with -the structural -Calculations. CBC 106.3.3 S11 Revise -the -roof -framing -plan on sheet 5 to clearly indicate all beams contained within the structural Calculations, since many are not shown on the plan. CBC 106.3.3 514. Amend the shearwall plan on sheet 5 to indicate.both 5'-0" accordance with the structural calculations on page L7. CBC 1633.2-3 along gridline"4", in 515.- Provide- complete second floor and roof framing & .lateral shear transfer details , coordinated with locations on the plans upon. resubmittal. CBC 1605.2 & 1633:2:3 S16. Provide structural calculations and revise, the plans to- indicate- continuous chords and collector lines for the diaphragms for this project, include chord, Collector (drag struts), and ties around openings in accordance .with -CBC -1633:2-.5; 1633:2:6 &'2315.5.2: S17. Provide lateral & uplift, structural calculations and details for the..roof framing -at -the front &. ` rear- porch roofs, as indicated on sheet S6, in accordance with CBC 1615, 1626.1 & 1626.2. S18: Provide- lateral, and connection calculations for the chimney for this project, clearly indicating the appropriate safety factor for overturning�for seismic and -wind in -accordance - with -CBC 1603;3; -1603:3.4, 1619 & 1631,1. Revi required, se the plans and provide details as j Premanufactured Roof Trusses) Waelbrock SFD Via de La. Cruz - 4 County of Butte - First &heck August 11, 2003 LP2A Job No.: 2030015-040 r ; Page 5 S19. Amend the-plans to clearly indicate all post sizes below the girder trusses-•for this project- Clearly -indicate! a complete vertical load path from truss to the wall, through the floors to ' the foundation. CBC 106.3.3 &,1605.2 S20. The engineer of record shall review the roof truss structural_ plans. and- calculations, and provide a letter upon resubmittal stating that these trusses have been reviewed and are found to be acceptable with regard to geometry and-.. load. conditions;• etc. with- no exceptions. CBC 106.3.4.2 S21.- The-en ineer'of- record shall-amend the plans as required upon resubmittal, to provide details Indicating that uplift at the drag trusses (, if used ). has been considered_ and- a, completevertical load path to the foundation has. been provided for these trusses via the Plans and details. CBC 1605.2.2 & 1605:2.3 S22. Clearly indicate if shearwall sheathing isto be placed over the roof truss-for shear transfer. from the roof-diaphragm to the shearvirall below in detail 9/S3. If not, roof drag trusses will be required. The en ineer of record shall specify the truss collector. (drag.), forces on the roof framing plan on sheet 6, for the drag truss forces for this project to correspond with the structural calculations and provide these forces"' and_ truss., locations to- the, t prernanufiictured roof truss engineer so that the premanufactured roof truss calculations will be revised to include these drag forces upon. resubmittal.. Also.-clearly.' indicate on the, roof framing the continuous drag nailing and location of all drag trusses to be nailed in accordance with CBC 1633.2.3 & 2315.5.2. S23. • The remanufactured roof truss engineer shall provide on- calculations-and-plans indicating hanger sizes and locat ons upon sresubmittal CBCnnect1605.2 SOIL / FOUNDATION-COlVIMEIVTS ' S24. Revise detail reference 1/S6.1-,' as indicated in details 6/S2, 7/S2, B/S2 & 9/S2, since it references a detail that cannot.be-found. CBC 106.3.3 S25. :Amend detail deference 9/-, as indicated 'in detail 9/S2, since it references. the wrong detail. - S26. Amend framing-lumber note 6.1 on sheet S1 to indicate on! i ll plates accordance with. pressure 1991 NDS 8.2:3 "& Table 8.2E and CBC Table , 23-II-1-1 and footnote Q. Amend, the plates or provide shear wall anchor bolt spacing for redwood treated calculations and shear wall schedule as required for a redwood.. plate if used as an alternative for this project. S27. Revise the spacing- of the #4' reinforcing slab bars, as indicated in concrete note 7 on ' sheet 4, to be in accordance with CBC 1907.12:2.2.. S28. Revise the 33-1/2" thick gravel base, as indicated in concrete note .7,. since- itappears,too excessive. Amend as. required. CBC 106.3.3 S29. Review-and- coordinate the spacing of all non-sheanvall anchor bolts, since-the spacing indicated in concrete note 2-on sheet 4 deviates from the spacing indicated-in shearwall- note 5 on sheet 5 & detail-3/1'0, CBC 1633.2.3 Waelbrock SFD Via-de La Cruz County of Butte-- Flrst-ChiOck Augusf 11, 2003 t LP2A Job NO.: 2030015.040 r page 6 S30. Review and--cgordinate the under slab pad preparation, indicated in,concrete note 7 on sheet 4, since the gravel base and sand layer deviate, from details- 7/S2 & 8/S2-. CBC-- 106-.3.,3- S31. BC'106:3:3`S31. Amend the spacing of the #4 dowels @. 48"'o .c., as indicated. in. detail- 8/S2,' since- it deviates from -the spacing shown in detail 1/10. CBC 106.3.3 S32. Review and coordinate the footin g types indicated, in the footing schedule on sheet S2 & the foundation play on sheet 4, pages-F1 - F5. CBC106.3.3 since they deviate from. the structural- calculations- on ' S33. Revise the foundation plan on sheet 4 to clearly indicate the required reinforcement for all , spread footings employed for this'project. CBC,106.3.3. S34. Revise details 2/10, 7/S2 & 8/S2 to clearly indicate the continuous footing..dimensions-and required-reinforcement. CBC-106.3.3 S35: Revise- the minimum framing member for an WD8A holdown in detail 11/S2 to be a 6x post, in accordance with the structural calculations on.page L7,_for the 1,0'-0" shearwall along- gridline-3"., CSC 1633:2.3 S36: Amend the foundation plan on sheet 4 to clearly indicate the required reinforcement'for the 12"x12" continuous foundations at the master bedroom & family.room. CBG .1.06.3.3: S37. Provide structural details for the following items: 1. IrOcate- the 8" stem wall foundation, as indicated on the foundation plan on sheet 4, at the north-west comer"of the family room. 2. Indicate the continuous foundation between the residence & garage, clearly indicating the slab/foundation interface, , S38. The allowable soil bearin ' g pressure for a CBC Table 184A. clas9-4 soil .and,allowable stability against overturning ratio are,exceeded for,the interior foundation below grid line "2". Provide structural calculations for the foundations below grid .line. "2 and-amend-the —plans---upon-resubmittal-clearly indicating-soil-pressure--and- deFnonstrating -that-the--' — foundations at this location has the appropriate safety .factor,-for overturning-and- sliding, for seismic and wind. CBC 1605.2, 1605.2.2& 1809.2 If you have any questions regarding the above comments, r (Structural) or Rick Essenwanger (Non-structural) at (916). 25-4200. between 8 00 A.M ct Roger �to 5.00 P.M:; M-F. [END] r f STRUCTURAL CALCULATIONS RCE fob #2002.052 ' for Mark ex Renae Waelbrock P Waelbrock Residence 6 Via De La Cruz Cohasset, CA Calculation Index: Page # • ' Project Layout 1 • Gravity Analysis 1 • Lateral Analysis Ll - L9 ' Beam Analysis, BI — BIO • Footings Analysis Fl;— F 13 i A /q EssJ. : ssz E Revision -Summary: .3 sq c1v1%- Rev. 0 CF C-� 02/21/03 ' Initial Issue i h "CIVIL — STRUCTURAL D ENGINEERING E*SURVEYING ° fir. 3060 Thorntree Dr. Suite #10 - Chico,,CA 95973 ' t Phone: (530) 894-8833 — Fax: (530) 894-8882 fax w cj -r-c-e.com - http://www.r-c-e.com } Structural Calculations Criteria Project: Waelbrock Residence RCE job Number: ` 2002.051. Owner: Mark 8Z Renae Waelbrock Loaction: 6 Via De La Cruz - Cohasset, CA Date: February 21, 2003 ' Code: Unifrom Building Code, 1997 Edition. ' Code Enforcement: Butte County Building Department " Loads: . Seismic Design: Seismic Zone: 3 Importance factor: 1.0 Soil Profile Type: Sp Seismic Source Type: A Closest Distance Seismic Source: N/A Wind Design: (Method 2) Wind Speed: 75 mph ' Exposure: C Soil Bearing: A 500 psf Notes: No Special Inspection is required for this project... Roberts consulting engineering does not represent that these calcultions or any specifications in connection therewith are suitable whether or not modified, for any other site than the one for which they were specifically prepared. Roberts consulting engineering disclaims responsibility for these plans and specifications if they are used whole or in part at any other site. Plans are not valid until reviewed and approved by appropriate, governmental agencies + i CIVIL STRUCTURAL ENGINEERING SURVEYING 1060 Thorntree Dr. Suite #10 - Chico, CA 95973 'hone: (530) 894-8833 — Fax: (530) 894-8882 fax c@r-c-e.com - http://www.e-c-e.com i WAELBROCX RES. JOB #2002:051 Page 1 ASSUMED SHEAR WALL, BEAM 4 FOOTING LAYOUT NORTH W O . v ,t o- b b b •2/21 /03 -Lateral Analysis - Waelbrock Res - R.C.E. Job.2002.051 r, `Gravity Loads: Roof Dead Load . 1 /2" Ply.. , . 1:7 psf .. Slope = Concrete Tile Roofing, . 10.0 psf 10 Trusses @ 24" o.c. 5.0 psf a.. to, 5/8" Gyp. 2.8 psf r 12 Insul. i a. -1.0 psf' r Misc. 2.6 psf %ITotal (sloped)ps c .ITotal (horli)psf IT ota (axial)ps Roof Live Load 16.0 ps now g Wail Dead Load Stucco 7.0 psf , < < -`' (exterior) 3/8 Ply: t .8 psf 2x6 Framing@ 16" o.c. 1.7 psf t 'Gyp. 2.2 psf c Insult 1.0• psf Misc. 1.3 psf V. ps i Total ' Wall Dead Load 2x6 Framing @ 16" o.c. 1.7 psf (interior) Gyp•.2 sides .4.4 psf ' Misc. 1.9, psf r . s-°JjTotal 8.0 ps Floor Dead Load Carpet 1.0 psf ; 3/4 TeXG 2.5 psf' Wit TV @ 16" o.c. 5.0 psf s 5/8" Gyp. 2.2 psf' Insul. 1.0 psf ' Misc. -1:3' psf 13.0 psf Total ' Floor Live Load . ResidentiaF 40.0. psf -' Copyright 2001 = Spyder Software 2/21/03 - Lateral Analysis - Waelbrock Res - R.C.E. job 2002.051 Wind Loads -- Method 1 Wind Speed: 75 mph Exposure: C P- Ce.Cq.gs.l where; Ce = 1.06 @ 0 to 15' IWW OLW 1WR OWR OLR OPR Ce = 1.13 @ 15 to 20' P= P= P= P= P= P= 12.2 7.6 6.1 0.0 10.7 10.7 psf - @ 0 to 15' 13.0 8.1 6.5 0.0 11.4 11.4 psf - @ 15 to 20' 13.7 8.6 6.9 0.0 12.0 12.0 psf - @ 20 to 25' 14.2 8.9 7.1 0.0 12.4 12.4 psf - @ 25 to 30' 15.1 9.4 7.5 0.0 13.2 13.2 psf - @ 30 to 40' 16.51 10.31 8.21 0.01 14.41 14.4 psf - @ 40 to 60' nd Loading Wall Lines 3-4 Mean Roof Height = 20.5 feet Uplift Pressure = 11.5 psf nd Loading Wall Lines 1-5 Mean Roof Height = 20.5 feet Uplift Pressure = 11.5 psf nd Loading Wall Lines 5-6' Mean Roof Height = 20.5 feet Uplift Pressure = 11.5 psf of nd Loading Wall Lines A -C. Mean Roof Height = 15.5 feet Uplift Pressure = 10.8 psf Copyright 2001 - Spyder Software L 2_ Ce = 1.19 @ 20 to 25' Ce= 1.23@25 to 30' Ce =• 1.31 @ 30 to 40' Ce = 1.43 @ 40 to 60' Cq = 0.8 (IWW) Inward @ Windward Wall Cq = 0.5 (OLW) Outward @ Leeward Wall D = Cq = 0.4 (IWR), Inward @ Windward Roof. Cq = 0 (OWR) Outward @ Windward Roof 5.00 Cq = . 0.7 (OLR) Outward @ Leeward Roof 0.00 Cq = 0.7 (OPR) Outward @Parallel To. Ridge 5.00 qs = 14.4 psf 17.00 I = 1 Importance Factor 17.00 Roof Slope = 10 Rise to 12 Horiz. nr? Tributary Normal Resultant Horizontal Area Pressure Force 4.00 feet @ 12.2 psf = 49 lbs. (IWW) @ 0 to 15' 0.00 feet @ 13.0 psf = 0 lbs. (IWW) @15 to 20' 0.00 feet @ 8.2. psf = 0 lbs. (OLW) @ 20 to 25' 4.00 feet @ 6.5 psf = 26 lbs. (IWR) @ 20 to 25' 8.00 feet @ .' 11.5 psf = 92 lbs. (OLR) @ 20 to 25' Fp = 167 Of - horiz. D = Tributary Normal Area Pressure 5.00 feet @ 12.2 psf = 0.00 feet @ 13.0 psf = 5.00 feet @ 8.2 psf = 17.00 feet @ 6.5 psf = 17.00 feet @ 11.5 psf = D = Fp = Tributary Normal Area Pressure 8.00 feet @ 12.2 psf = 0.00 feet @ 13.0 psf = 8.00 feet @ 8.2 psf = 10.00 feet @ 6.5 psf = 10.00 feet @ 11.5 psf = Fp = Fn = Resultant Horizontal Tributary Normal Area Pressure 5.00 feet @ 12.2 psf = 0.00 feet @ 13.0 psf = 5.00 feet @ 7.7 psf = 8.00 feet @ 6.1 psf = 8.00 feet @ 10.8 psf = Fn = Resultant Horizontal Force 61 lbs. (IWW) @ 0 to 15' 0 lbs. (IWW) @15 to 20'. 41 lbs. (OLW) @ 20 to 25' 1 1 1 lbs. (IWR) @ 20 to 25' 195 lbs. (OLR) @ 20 to 25' 1 WIN n _ nr? Resultant Horizontal Force 98 lbs. (IWW) @ 0 to 15' O'lbs. (IWW) @15 to 20'. 65 lbs. (OLW) @ 20 to 25' 65 lbs. (IWR) @ 20 to 25' 115 lbs. _ . (OLR) @ 20 to 25' 343 pif - horiz. Resultant Horizontal Force 61 lbs. (IWW) @ 0 to 15' 0 lbs. (IWW) @15 to 20' 38 lbs. (OLW) @ 20 to 25' 49 lbs. (IWR) @ 20 to 25' `86 lbs. (OLR) @ • 15 to 20' 91S n1f-hnr17 1 2/24/03 - Lateral Analysis-.Waelbrock Res - R.C.E. Job 2002.051 � Roof Wind Loading Tributary Normal Resultant Horizontal @ Wall Lines C-D Area Pressure - Force 10.00 feet @ 12.2 psf = 122 lbs: (IWW) @ 0 to 15' 0.00 feet @ 13.0 psf = 0 lbs. (IWW) @15 to 20' ' Mean Roof Height = 20.5 feet 10.00 feet @ 8.2 psf = 82 lbs. (OLW) @ 20 to 25' Uplift Pressure = 11.5 psf. 8.00 feet @ 6.5' psf = 52 lbs. (IWR) @ 20 to 25' 8.00 feet @ 11.5 psf = 92 lbs. (OLR). @ 20 to 25' . Fp = 348 Of - horiz. _z ter;•. ; S' r Copyright 2001 - Spy0er Software L, y 2/24/03 - Lateral Analysis Waelbrock Res - R.C.E. )ob 2002.051 1997 UBC Seismic Loads - Static Force Procedure V = (Cv*1)/(R*T) *W = 0.439 *W (Eqn 30-4) V = (2.5*Ca*I)/R *W = 0.164 *W (Eqn 30-5) V = 0.1 1 *Ca*I *W = 0.059 *W (Eqn 30-6) p= 0.164 *W (Eqn 30-5) governs (` Use 0% of Snow Load In the Seismic design. Seismic Roof Loading Lines 1 to 3 V= p oriz.ULT 159 pit - horiz. Seismic Roof Loading Lines 3 to 4 V 2 7 ts pif - horiz. ULT pit - horiz. Seismic Roof Loading " Lines 4 to 6 V = p o 207 p o z. > Seismic Roof Loading Lines A to B .r r V 273 pif - horiz. ULT pit - horiz. Copydght 2001 - Spyder Software where; 30.00 psf Z = 0.3 Zone 3 1 = 1.00 Importance Factor hn = 25 feet R = 5.5 Plywood Shear Walls + Soil Profile Type So Seismic Source Type A Closest Distance Seismic Source n/a km Ct = 0.02 All other Buildings Foot print area, AB= 3400 ft2 T = 0.224 (Method A) . Ca = 0.36 Table 16-Q Cv = 0.54 Table 16-R Na = 1.00 Table 16-S Nv = 1.00 Table 16-T W = Building Weight .Tributary Weights = 39.00 feet of Roof @ 30.00 psf 10.00 feet of Ext. Wall @ 15.00 psf 5.00 feet of Int. Wall @ 8.00 psf 0.00 feet of Int. Floor @ 13.00 psf 39.00 feet of Snow @ 0.00 psf Tributary Weights = 35.00 feet of Roof @ 30.00 psf _ 10.00 feet of Ext. Wall @ 15.00 psf 15.00 feet of Int. Wall @ 8.00 psf 29.00 feet of Int. Floor @ 13.00 psf 47.00 feet of Snow @ 0.00 psf Tributary Weights'= 50.00 feet of Roof @ 30.00 psf 10.00 feet of Ext. Wall @ 10:00 feet of Ext. Wall @ 15.00 psf 8.00 psf 15.00 feet of Inc. Wall @ 8.00 psf 48.00 feet of Snow @ 0.00 feet of Int. Floor @ 13.00 psf 50:00 feet of Snow @ 0.00 psf Tributary Weights = 48.00 feet of Roof @ 30.00 psf 10.00 feet of Ext. Wall @ 15.00 psf 10.00 feet of Int. Wall @ 8.00 psf 0.00 feet of Int. Floor @ 13.00 psf 48.00 feet of Snow @ 0.00 psf L(0 2/24/03 - Lateral Analysis - Waelbrock Res - R.C.E. Job 2002.051 Copyright 2001 - Spyder Software Lateral Load Summary Roof Level Loadings (Media Room) Wall Line ID Tributary Length (ft.) Unit Loads Seismic Wind (p.l.f.) (p.l.f.) Wall Loads Seismic Wind (kips) (kips) Controlling Load Case 3 10.00 198 167 1:98 1.67 Seismic Controls 4 10.00 1 198 167 11 1.98 1.67 Seismic Controls Lateral Load Summary Roof Level Loadings (Main House) Wall Line ID Tributary Length (ft.) Unit Loads Seismic Wind (p.l.f.) (p.l.f.) Wall Loads Seismic Wind (kips) (kips) Controlling Load Case 1 6.00 159 408 0.95 2.45 Wind Controls 2 -West Side 6.00 159 408 0.95 2.45 Wind Controls 2 -East Side 7.50 159 408 1.19 3.06 Wind Controls 3 -West Side 7.50 159 408 1.19 3.06 Wind Controls 3 -East Side 10.00 198 408 1.98 4.08 Wind Controls 4 -West Side 10.00 198 408 1.98 4.08 Wind Controls 4 -East Side 11.00 207 408 2.28 4.49 Wind Controls 5 -West Side 11.00 207 408 2.28 4.49 Wind Controls 5 -East Side 12.00 207 408 2.48 4.89 Wind Controls 6 12.00 207 343 2.48 4.12 Wind Controls A 5.00 195 235 0.98 1.17 Wind Controls B -North Side 5.00 195 235 0.98 1.17 Wind Controls B-SouthSlde 5.25 411 235 2.16 1.23 Seismic Controls C -North Side 5.25 1 411 235 1 2.16 Seismic Controls C -South Side 15.00 411 348 6.17 [it Seismic Controls D 15.00 411 348 6.17 Seismic Controls Copyright 2001 - Spyder Software 47- t; 7- - "�^" P ;1"-aGp Ysy,:"-F. ;e`y;,S ..� .:reg .;�;_,y;,�,-.. ..6ea1e.Y i�'a- _ •�. e -s',- u,,,.� ` sa c4milk10101-Jp#rS60I 2/21/03 - Literal AnatM - Waelbrock Res - R.C.E. job 2002.051 13.13 In ( I 0.1 5.D0 0.21 NarthSauN Wk dnn: Sme7 Shv 18. b 60 t 18.43 0.1 SO . p Max 1.00 PHD2 W DBL 2. POST at SSTB 16 A.B. - . . : M . >a= r ME >r Well APPI W O arca Applied Force lobftOTMesb lhn a ft pO em ID • LoW Helot L.Wh A Sven UNform Poim OTM I LIMP- Poky OTM Pores Used 100%of Tabid tW Vabcs See Noce lkbal used (feet) 0.150 (PIf) NO) (kW) uaottbal N) (kW) (loo[1br) aM) P.6, 13.13 10.00 5.D0 0.21 369 292 18.43 0.1 SO . 3.349 PHD2 W DBL 2. POST at SSTB 16 A.B. - . . : M . 2nd Sek k Level 10.00 Level 0.21 10.00 5.50 0.05 96 0.83 5.39 0.1 SO 2.04 0.608 MST37 ./ PHD2 ./ DBL 2x POST 6[ SSTB 16 A.B. 0.71 10.00 4.00 0.150 75 2.580 3.01 0.150 0.80 0.552 MST37 ./ PHD2 ./ DBL 2a POS B SSTB 16 A.B. Wind 10.00 3.00 0.13 216 6.79 10.00 3.SO 2.113 283 9.90 10.00 S.50 2.655 75 Harkontal Dlaphrapn Lmxda H Syme 4.13 0.150 I.51 0.477 MST37 ./ PHD2 ./ DBL 2x POST a SSTB I6 A.B. Horizoncd DIWWapn LerWft a Some L5 SW Phte Shm Andarap for above .aU ane 3.00 feet feet 1 Eat Sues Wea Sue L AB Pbda Sher Anelx.a4e for above wall 8ne 0.45 feet feet 1 Bok Ola. tn. k 5 6d 1o.c. 10.00 1 226 SM92 0.000 A 0.98 10.00 7.00 0.08 139 9.76 OA SO 3.31 0.922 PHD2 ./ DBL Ix POST H SSTB 16 A.B. In Sh.11 Level 1.17 10.00 7.00 168 11.73 0.150 2.45 1.326 PHD2 W DBL 2x POST at SSTB 16 A.B. Wind 1 Horl ."" Dlzptravn Lenpda H Same Sher Wall ID 3 4.24 Ek-) 0.500 0.818 T11n. o.c. E -Sue Wm Sue 8.44 SOI Plan Sher Aneliorase far above .a0 a. feat leer 1.847 PHD2 ./ DBL 2x POST lir SSTB 16 A.B. Belt Ob. N. k Spft 0.500 0.818 48 In. G.C. Sher Woe 10 1 13.13 10.00 5.D0 0.21 369 292 18.43 0.1 SO 1.69 3.349 PHD2 W DBL 2. POST at SSTB 16 A.B. - la. seh k Sdvnk Level 10.00 3.50 0.21 369 3.00 12.90 0.150 0.83 3.451 PHD2 ./ DBL 2x POST st SSTB 16 A.B. 0.61 2.41 10.00 S.00 283 10.00 14.15 0.150 1.25 2.580 PHD2 d DEL L POST at SSTB 16 A.B. 0.000 Wind 2.920 PHD2 ./ DBL 2x POST s SSTB 16 A.B. 6.45 10.00 3.00 0.13 216 6.79 10.00 3.SO 2.113 283 9.90 0.150 0.61 2.655 PHD2 ./ DBL 2x POST s SSTB 16 A.B. Harkontal Dlaphrapn Lmxda H Syme 9.23 0.100 0.72 " Em Side Wea Side L5 SW Phte Shm Andarap for above .aU ane 3.00 feet feet 1 226 Bok DU. lit k Sher WA 10 4 0.45 0.500 0.818 241n. o.c C 8.32 10.00 3.00 0.16 292 8.76 0.150 0.61 2.718 PHD2 ./ DBL 2x POST e[ SSTB 16 A.B. la Sdvnk Level 10.00 3.00 0.16 292 8.76 0.1 SO 0.61 2.718 PHD2 ./ DBL 2. POST a SST816 A.B. 10.00 22.50 0.16 292 65.71 0.000 0.00 2.920 PHD2 ./ DBL 2x POST s SSTB 16 A.B. 6.45 10.00 3.00 0.13 216 6.79 0.150 0.45 2.113 PHD2 ./ DBL 2x POST H SSTB 16 A.B. Wind 10.00 4.00 0.13 231 9.23 0.100 0.72 2.127 PHD2 W DBL Zx POST at SSTB 16 A.B. 10.00 3.00 0.13 226 6.79 0.150 0.45 2.113 PHD2 ./ DBL 2. POST 6 SSTB 16 A.B. 5.21 10.00 22.50 226 SM92 0.000 0.00 2.263 PHD2 ./ DBL 2x POST at SST816 A.B. Harkonol Dlaphralzn LenTde 6[ Same Wind Fat sue Wm Side SIB Plae Sher Andanxe kr above .a0 One feet I (tet I Bolt Dh. 4a S Sher Wall ID 3 4.24 Ek-) 0.500 0.818 T11n. o.c. D 6.17 10.00 6.D0 0.13 231 13.84 0.100 1.62 2.037 PHD2 ./ DBL Zx POST H SSTB 16 A.B. la Sekmk Level 10.00 4.24 0.13 231 9.79 0.100 0.81 2.116 PHD2 ./ DEL 2. POST at SSTB 16 A.B. 10.00 4.24 0.13 231 9.79 0.100 0.81 2.116 PHD2 ./ DAL Zx POST a SSTB 16 A.B. 10.00 4.24 0.13 231 9.79 0.100 0.81 2.116 PHD2 ./ DBL 2. POST at SSTB 16 A.B. 10.00 4.00 0.13 231 9.23 0.100 0.72 2.127 PHD2 W DBL Zx POST at SSTB 16 A.B. 10.00 4.00 0.13 231 9.23 0.100 0.72 2.127 PHD2 W DBL Zx POST at SST816 A.B. 5.21 10.00 6.00 199 11.93 0.100 1.20 1.788 PHD2 ./ DBL 2x POST at SSTB 16 A.B. Wind 10.00 4.24 199 8.44 0.100 0.60 1.847 PHD2 ./ DBL 2x POST lir SSTB 16 A.B. 10.00 4.00 199 7.95 0.100 0.53 I ASS PHD2 ./ DAL 2x POST ar SSTB 16 A.B. 10.00 4.00 199 7.95 0.100 0.53 1.855 PHD2 ./ DBL 2. POST at SSTA 16 A.A. 10.00- 4.00 199 7.95 0.100 O.S3 I.eSS PHD2./ DBL 2a POST a SSTB 16 A.B. 10.00 4.00 199 7.95 0.100 0.53 1.855 PHD2 ./ DAL 2x POST e[ SSTB 16 A.B. HorizonW DLWhWn LeI at Same Ear Sue Wm Ada S® Mm Shear Amhara. for above .all W. feat fear Bak Dk. h ShWall ID 2 er. 0.500 O.e I e 76 No.c. r - so COMPANY PROJECT. ® R.C.E. Waelbrock Res. 3060 Thorntree Dr.#10 Chico CA 95973 6 Via De La Cruz WoodWo.'rks (530) 894-8833; fax (530) 894-8882 Cohassett, CA SOF/WARE FOR WOOD DESIGN cj@r-c-e.com r-C-e.com R.C.E. 2002.051 F//ebb.. 21, 2003 14:47:39 131 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 528 Total Start End Start End Load? 1 Dead Full Area 30 (4.00P, Bearing: Length No 2 Constr. Full Area 16 (4.00) L/360 No 'Trioutary wiaLn txc) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : u, 16'-6^ 1 Dead 1111 Value 1111 Live 528 Shear 528 Total 1639 237 1639 Bending(+) fb = 659 Fb' = Bearing: Length 1.0 Live Defl'n • 1.0 Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x12" Self Weight of 14.61 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 35 Fv' = 237 fv/Fv' = 0.15 Bending(+) fb = 659 Fb' = 3000 fb/Fb' = 0.22 Live Defl'n • 0.08 = <L/999 0.55 = L/360 0.15 Total Defl'n 0.33 = L/593 0.83 = L/240 0:40 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 6759 lbs -ft Shear : LC# 2 = D+C,'V = 1639, V@d = 1440 lbs Deflection: LC# 2 = D+C EI=1328.38e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. S. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). '(5'30")'8'94'-'8833; OMPANY PROJECT ® R.C.E. Waelbrock Res. 3060 Thorntree Dr.#10 Chico CA 95973 6 Via De La Cruz Q)WoodWorks (530) 894-8833; fax (530) 894-8882 Cohassett, CA SOFIWARF FOR WOOD "SIGN cj@r-c-e.com R.C.E. 2002.051 Feb. 21, 2003 14:47:49 132 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location (ft) Pattern fv @d = 40 432 Total Start End Start End Load? 1 Dead Full Area 30 (6.00) Bearing: No 2 Constr. Full Area 16 (6.00) 0.45 = L/240 No 'Tributary wlatn (rt) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 9' az Dead 854 Design ValueAnalysis/Design 854 Live 432 fv @d = 40 432 Total 1286 Bending(+) 1286 Fb' = 1500 fb/Fb' = 0.45 1.00 Live Defl'n Bearing: 0.30 = L/360 0.15 - Length 1.0 0.45 = L/240 1.0 Timber -soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 pif automatically Included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design ValueAnalysis/Design FACTORS: F CD Shear fv @d = 40 Fv' = 106 fv/Fv' = 0.38 1.00 Bending(+) fb = 673 Fb' = 1500 fb/Fb' = 0.45 1.00 Live Defl'n 0.05 = <L/999 0.30 = L/360 0.15 - Total Defl'n 0.18 = L/594 0.45 = L/240 0.40 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 2894 .lbs -ft Shear : LC# 2 = D+C, V = 1286, V@d = 1107 lbs Deflection:'LC# 2 = D+C EI= 309.37e06 lb-in2 Total Deflection = 1.50(Defln-dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. a COMPANY PROJECT ® R.C.E. Waelbrock Res. WoodWorks 3060 Thorntree Dr.#10 Chico CA 95973 6 Via De La Cruz (530) 894-8833; fax (530) 894-8882 Cohassett, CA SOFTWARE FOR WOOD DFSIGN cj@r-c-o.com R.C.E. 2002.051 Feb. 21, 2003 14:47:59 B3 Design Check Calculation Sheet LOADS: ( lbs, psf, or Of ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? 1 Dead Full Area 30 (9.00) Bending(+) No 2 Constr. Full Area 16 (9.00P M = 7726 Yes 3 Dead Full Area 10 (5.50) 0.13 = L/180 No 4 Live Full Area 40 (5.50P, 0.07 Yes 5 Dead Full Area 8 (15.00) No 6 Wind Point 3400 1 0.00 1 No -TrlDurary W1aLn (IL) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : o' 2' Dead Analysis Value Design Value 3669 2582 Live Vr = 11844 V/Vr = 0.28 5157 Bending(+) 2093 Total M/Mr = 0.48 8825 M = 7726 4675 Bearing: Live Defl'n 0.08 = L/299 0.13 = L/180 0.60 Length 0.0 0.02 = <L/999 2.2 0.07 1.2 LVL n-ply,1.8E, 2200Fb, 1-3/4x11-7/8", 3-Plys Self Weight of 17.97 plf automatically included in loads; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs -ft, or in) Criterion Analysis Value Design Value Analysis/Design Shear V @d = 3370 Vr = 11844 V/Vr = 0.28 Bending(+) M = 10832 Mr = 22653 M/Mr = 0.48 Bending(-) M = 7726 Mr = 36245 M/Mr = 0.21 Live Defl'n 0.08 = L/299 0.13 = L/180 0.60 Total Defl'n 0.02 = <L/999 0.27 = L/90 0.07 (a-canulevei spall governs deflec . onj ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 10 Fb'-= 2200 1.60 1.00 1.00 1.000 1.00 1.000 1.00 1.00 8 Fv' = 285 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 1.8 million 1.00 1.00 8 Bending(+): LC#10 = D+L (pattern: L), M = 10832 lbs -ft Bending(-): LC# 8 = D+W, M = 7726 lbs -ft Shear : LC# 2 = D+L, V = 4046, V@d = 3370 lbs Deflection: LC# 8 = D+W EI=1318.72e06 lb-in2/ply Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or.L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. COMPANY PROJECT ® R.C.E. Waelbrock Res. WoodWorks 3060 Thorntree Dr.#10 Chico CA 95973 6 Via De La Cruz (530) 894-8833; fax (530) 894-8882 Cohassett, CA SOFTWARE FOR WOOD DESIGN cj@r-c-e.com R.C.E. 2002.051 Feb. 21, 2003 14:48:08 B4 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? 1 Dead Full Area 15 (4.00P, Bending(+) No 2 Live Full Area 40 (4.00) Bearing: Length No 3 Dead Full Area 8 (10.00)i 0.75 = L/240 No 4 Dead Partial Area 30 (8.00P, 0.00 10.00 No 5 Constr. Partial Area 16 (8.00P, 0.00 10.00 No 6 Wind Point 992 8.50 No 7 Dead Point 1467 10.00 No 8 Constr.1 Point 1 782 10.00 No -TriDuLary wiaLn tiL) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 15' QY Dead 3274 Design Value 2963 Live 2314 V @d = 3922 2148 Total 5588 Bending(+) 5111 Mr = 43762 M/Mr = 0.52 3 Live Defl'n Bearing: Length 1.4 0.46 1.3 LVL n -ply, 2.2E, 3400Fb,1-3/4x11-7/8", 3-Plys Self Weight of 17.97 plf automatically included in loads; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE Nps -1997: ( lbs, lbs -ft, or In) Criterion Analysis Value Design Value Analysis/Design Shear V @d = 3922 Vr = 11844 V/vr = 0.33 LC# Bending(+) M = 22748 Mr = 43762 M/Mr = 0.52 3 Live Defl'n 0.23 = L/777 0.50 = L/360 0.46 2 Total Defl'n 0.73 = L/245 0.75 = L/240 0.98 - E' = 2.2 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CFCV Cfu Cr LC# Fb'+= 3400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 3 Fv' = 285 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 2.2 million 1.00 1.00 3 Bending(+): LC# 3 = D+L+C, M = 22748 lbs -ft Shear : LC# 2 = D+L, V = 4474; V@d = 3922 lbs Deflection: LC# 3 = D+L+C EI=1611.77e06 lb-int/ply Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection Is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. Sr.. •.8S COMPANY PROJECT ® R.C.E. Waelbrock Res. WoodW�^ 3060 Thorntree Dr.#10 Chico CA 95973 6 Via De La Cruz O 1 kS (530) 894-8833; fax (530) 894-8882 Cohassett, CA SOFTW"EFORWOODOlSIGN cj@r-c-6.com R.C.E. 2002.051 Feb. 21, 2003 14:48:20 B5 Design Check Calculation Sheet LOADS: ( lbs, asf, or plf ) Load Type Distribution Magnitude Location [ft]. Pattern Total 1664 1664 Start End Start End Load? 1 Dead Full Area 8 (10.00)i 20388 No 2 Dead Full Area 30 (9.00) L/360' No 3 Constr. Full•Area 16 (9.00)v L/180 No 1riDucary wiutll %LLL v MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' Dead 1196 1196 Live 468 468 Total 1664 1664 Bearing: 10660 V/Vr = 0.08 Length 1.0 1.0 LVL n -ply, 1.8E, 2200Fb, 1-3/4x11-7/8", 3-Plys Self Weight of 17.97 plf automatically included in loads; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs -ft, or In) Criterion Analysis Value Design Value Analysis/Design Shear V @d = 832 Vr = 10660 V/Vr = 0.08 Bending(+) M = 1943 Mr 20388 M/Mr = 0.10 Live Defl'n 0.00 = <L/999 0.22 = L/360' 0.02 Total Defl'n 0.02 = <L/999 0.43 = L/180 0.05' ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2200 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fv' = 285 0.90 1.00 1.00 (CH = 1.000) 1 Fcp'= 750 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 1 = D only; M = 1943 lbs -ft Shear : LC# 1 = D only, v = 1196, V@d = 832 lbs Deflection: LC# 2 = D+C EI=1318.72e06 lb-int/ply Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction)' (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary'design only. For final member design contact your local SCL manufacturer. . 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details whenloads are not applied equally to all plys. 36 COMPANY PROJECT ® R.C.E. Waelbrock Res. 3060 Thorntree Dr.#10 Chico CA 95973 6 Via De. La Cruz WoodWorks (530) 894-8833; fax (530) 894-8882 Cohassett, CA SOFTWARE FOR WOOD DESIGN cj@r-c-o.com R.C.E. 2002.051 Feb. 21, 2003 14:48:30 B6 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern fv @d = 71 1495 Total Start End Start End Load? 1 Dead Full Area 15 (5.75) Bearing: Length No 2Live 1.0 Full Area 40 (5.75) 0.87 = L/180 No 3 Dead Full UDL 50 1.00 No -Trioutary wiatn (It) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 13' Dead 957 Value 957 Live 1495 fv @d = 71 1495 Total 2452 Bending(+) 1 2452 Fb' = 2400 fb/Fb' = 0.58 1.00 2 Live Defl'n Bearing: Length 1.0 0.61 1.0 Glulam-Simple, VG West.DF, 24F -V4,5 -1/8x9" Self Weight of 10.96 pif automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis ValueDesign Value Analysis/Design Shear fv @d = 71 Fv' = 190 fv/Fv' = 0.37 Cr LC# Bending(+) 1 fb = 1382 Fb' = 2400 fb/Fb' = 0.58 1.00 2 Live Defl'n 0.26 = L/591 L/360 0.61 2 Total Defl'n 0.52 = L/301 0.87 = L/180 0.60 - ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cv Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 7968 lbs -ft Shear : LC# 2 = D+L, V = 2452, V@d = 2169 lbs Deflection: LC# 2 D+L EI= 560.4le06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. S. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). $f COMPANY PROJECT ® R.C.E. Waelbrock Res. 3060 Thorntree Dr.#10 Chico CA 95973 6 Via De La Cruz WoodWorks (530) 894-8833; fax (530) 894-8882 Cohassett, CA SORWARF FOR w00D"StGN cj@r-c-e.com R.C.E. 2002.051 Feb. 21, 2003 14:48:41 B7 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern V @d = 973 1150 Total Start End Start End Load? 1 Dead Full Area 15 (11.50) Bearing: Length No 2 Live Full Area 40' (11.50) 0.25 = L/240 No --Yr1DuLary wiuLn k1L) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' s Dead 461 Design Value 461 Live 1150 V @d = 973 1150 Total 1611 Bending(+) 1611 Mr = 15102 M/Mr = 0.13 1.00 (CH = 1.000) Live Defl'n Bearing: Length 1.0 0.04 1.0 LVL n -ply, 1.8E, 2200Fb, 1-3/4x11-7/8", 2-Plys Self Weight of 11.98 pif automatically Included in loads; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs -ft, or In) Criterion Analysis Value Design Value Analysis/Design FACTORS: F CD Shear V @d = 973 Vr = 7896 V/Vr = 0.12 1.00 Bending(+) M = 2014 Mr = 15102 M/Mr = 0.13 1.00 (CH = 1.000) Live Defl'n 0.01 = <L/999 0:17 = L/360 0.04 - Total Defl'n 0.01 = <L/999 0.25 = L/240 0.05 Bending(+): LC# 2 = D+L, M ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 2014 lbs -ft Shear : LC# 2 = D+L, V = 1611, V@d = 973 lbs Deflection: LC# 2 = D+L EI= 879.14e06 lb-in2/ply Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 9`' -- Dead COMPANY PROJECT 3209 R.C.E. Waelbrock Res. ® Q)�WoodWorks 3060 Thorntree Dr.#10 Chico CA 95973 6 Via De La Cruz 4596 (530) 894-8833; fax (530) 894-8882 Cohassett, CA iOFTW"E FOR WOOD DMGN' cj@r-c-e.com R.C.E. 2002.051 Mr = Feb. 21, 2003 14:49:20 B10 Design Check Calculation Sheet q.14 = LOADS: ( lbs, psf, or pif ) 16 (12.00) Load Type Distribution Magnitude Location [ft] Pattern No Start End Start End Load? Dead 1 Dead Full Area 30 (12.00) No 8 (8.00) 2 Constr. Full Area No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 14'-6„ LVL n -ply, 1.8E, 2200Fb,1-314x11-718", 3-Plys Self Weight of.17.97 pif automatically included in loads; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs -ft, or In) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#0 Fb'+= 2200 1.25 1.00 1.00 1.00 1.00 1.000. 1.00 1.00 2 Fv' = 285 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 16661 lbs -ft Shear : LC# 2 = D+C, V = 4596, V@d = 3969 lbs Deflection: LC# 2 = D+C EI=1318.72e06 lb-int/ply Total Deflection =.1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS, (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. Dead 3209 Value 3209 Live 1392 Shear 1392 Total 4596 19805 9596 Bending(+) M = 16661 Mr = Bearing: M/Mr = 0.59 Live Defl'n q.14 = Length 16 (12.00) L/360 No 3 Dead Full Area 8 (8.00) L/180 No Dead 3209 Value 3209 Live 1392 Shear 1392 Total 4596 19805 9596 Bending(+) M = 16661 Mr = Bearing: M/Mr = 0.59 Live Defl'n q.14 = Length 1.2 L/360 1.2 Criterion Anal sis Value Design Value Analysis/Design. Shear V @d = 3969 Vr = 19805 V/Vr = 0.27 Bending(+) M = 16661 Mr = 28316 M/Mr = 0.59 Live Defl'n q.14 = <L/999 0.98 = L/360 0.30 Total Defl'n 0.69 = L/269 0..97 = L/180 0.67 COMPANY PROJECT, ® R.C.E. Waelbrock Res. 3060 Thorntree Dr.#10 Chico CA 95973 6 Via De La Cruz Q)Woodwbrks (530) 894-8833; fax (530) 894-8882 Cohassett, CA $00WARF FOR WOOD MICN cj@r-c-e.com R.C.E. 2002.051 Feb. 21, 2003 14:49:36 B11 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ftl Pattern @d = 3532 1519 Total Start End Start End Load? 1 Dead Partial Area 15 (7.25) 3.00 8.00 No 2 Live Partial Area 40 (7.25) 3.00 8.00 No 3 Dead Point 3204 3.00 No 4 Constr. Point 1392 3.00 No -Trioutary wiatn•lrt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0. e Dead 2220 Design Value 1623 Live 1323 @d = 3532 1519 Total 3543 Bending(+)M 3142 Mr = 18877 M/Mr = 0.56 1.00 Live Defl'n.05 Bearing: 0.27 = L/360 J - Length 1.3 0.40 = L/240 1.2 LVL n-ply,1.8E, 2200Fb, 1-3/4x11-7/8", 2-Plys Self Weight of 11.98 pif automatically included In loads; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs -ft, or In) CriterionJAVnalysis Value Design Value Analysis/Design FACTORS: F CD Shear @d = 3532 Vr = 9870 V/Vr = 0.36 1.00 Bending(+)M = 10580. Mr = 18877 M/Mr = 0.56 1.00 Live Defl'n.05 = <L/999 0.27 = L/360 0.18 - Total Defl'n.15 = L/624 0.40 = L/240 0.38 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2200 1.25 1.00 1.00 :1.000 1.00' 1.000 1.00 1.00 3 Fv' = 285. 1.25 1.00 1.00 (CH = 1.000) 3 Fcp'=' 750 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 . Bending(+): LC# 3 = D+L+C, M =.10580 lbs -ft Shear LC# 3 = D+L+C, V = 3543, V@d = 3532 lbs Deflection: LC# 3 = D+L+C EI= 879.14e06 lb-in2/ply Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 010 COMPANY PROJECT R.C.E. Waelbrock Res. ® 3060 Thorntree Dr.#10 Chico CA 95973 6 Via De La Cruz WoodWorks (530) 894-8833; fax (530) 894-8882 Cohassett, CA SonW"EFOR WOOD DUICN cj@r-c-e.com R.C.E. 2002.051 Feb. 21, 2003 14:49:49 B12 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location (ft] Pattern. Shear 855 Total Start End Start End Load? 1 Dead Full Area 30 (9.00) Length No 2 Constr. Full Area 16 (9.00) L/3600.17 No 3 Snow Full Area 20 (9.00) L/240 No -Tr1DuLary wiuLn %i L) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : e' 9,-6„ Dead 1341 Value 1341 Live 855 Shear 855 Total 2196 98 2196 Bearing: rAnalysi = 757 1.0 Length 1.0 Live Defl'n = Timber -soft, D.Fir-L, No. 1, 6x10" Self Weight of 12.41 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion s Value Design Value Analysis/Design Shear = 53 Fv' = 98 fv/Fv' = 0.54 Bending(+) rAnalysi = 757 Fb' = 1552 fb/Fb' = 0.49 Live Defl'n = <L/999 0.32 = L/3600.17 Total Defl'n = L/647 0.48 = L/240 0.37 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 3 Fv' = 85 1.15 1.00 1.00 (CH = 1.000) 3 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 3 Bending(+): LC#'3 = D+S, M = .5217 lbs -ft Shear : LC# 3 = D+S, V = 2196, V@d = 1830 lbs Deflection: LC# 3 = D+S EI= 628.73e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Foot2000 x2.1.63, Copyright © 1999-2001 Spyder Software 2/21/03 2:27:42 PM Company Info I Project Info R. C. E. (Project: Waelbrock Residence 3060 Thorntree Dr.; Suite 10 ]Location: 6 Via De La Cruz Chico, CA, 95973 1 Cohasset, CA . Phone: (530) 894-8833 (Client: Janice Lee Fax: (530) 894-8882 ]Job No.: 2002.051 E-mail: cj@r-c-e.com IFooting Id: F2 B3 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ ConcreteType ...................................................... Concrete Cover...... ..................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Allowable Soil Bearing Strength ................................. Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase) ................ FootingWidth .................................... ................ FootingLength ..................................................... FootingDepth ...................................................... PunchingShear Stress .............................................. BeamShear Stress .................................................. ReinforcingStandards per.......... .............................. Longitudinal Bottom Reinforcement Required for Strength...........: Transverse Bottom Reinforcement Required Inside Column Strip........ Transverse Bottom Reinforcement Required outside Column Strip...... Gravity Only Soil Bearing .......................................... WindLoad Soil Bearing....... .................................... Seismic Load Soil Bearing. .................................... LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 2.00 ksi HardRock 3.0 in. 40.0 ksi 6.00 in. by 6.00 in. 1.500 ksf 1.995 ksf 1.995 ksf 1.00 ft. 4.00 ft. 12.00 in. 25.83 psi 18.31 psi ASTM -A615 .11 in' (i-#4) .00 int .00 in' 1.229 ksf 1.229 ksf' 1.229, ksf 1.4DL 1.4DL + 1'.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.0EQ UNFACTORED LOADS: Load Case FY, (kips) MX,*(ft-kips) MZ, (ft -kips) Dead Load 2.58 0.00 0.00 Live Load 2.09 0.00 0.00 Wind Load 0.00 0.00 .0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 .0.00 0.00 d= 12.00" X W = 1.00' As = 1-#4 Bars I Cover = 3.00" Foot2000 v2.1.63, Copyright © 19'99=2001 Spyder Software 2/21/03 2:27:51 PM Company Info - I . Project Info R. C. E. (Project: Waelbrock Residence 3060 Thorntree Dr.; Suite 10 (Location: 6 Via De La Cruz Chico, CA, 95973 I Cohasset, CA Phone: (530) 894-8833 (Client: Janice Lee Fax: (530) 894-8882 (Job No.: 2002.051 E-mail: cj@r-c-e.com IFooting Id: F3 B4 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ ConcreteType ...................................................... ConcreteCover ...................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ..................:.................:..... Allowable Soil Bearing Strength ..................................... Wind Load Soil Bearing Strength, (1.33 increase) ......... :...... ... Seismic Load Soil Bearing Strength, (1.33 increase) ................ Footing Width............ ... FootingLength............ ............................. FootingDepth ........................................................ Punching Shear Stress .............................................. Beam Shear Stress .................................................. Reinforcing Standards per..... .......................... Longitudinal Bottom Reinforcement Required for Strength............ Transverse Bottom Reinforcement Required for Strength .............. Gravity Only Soil Bearing ............................................ Wind Load Soil Bearing ............................................. SeismicLoad Soil Bearing ........................................... 2.00 ksi HardRock 3.0 in. 40.0 ksi 6.00 in. by 1.500 ksf 1.995 ksf 1.995 ksf 2•.00 ft. 2.00 ft. 12.00 in. 11.47 psi .87 psi ASTM -A615 .00 in' .00 in' 1.457 ksf 1.457 ksf 1.457 ksf 6.00 in. LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.0EQ 0.9DL + 1.0EQ UNFACTORED LOADS: Load Case' FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 3.27 0.00 0.00 Live Load 2.31 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 12.00" X W = 2.00' FZ ::: Cover = 3.00" Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software Company Info I R. C. E. (Project: 3060 Thorntree Dr.; Suite 10 ILocation: Chico, CA, 95973 1 Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: - E -mail: cj@r-c-e.com (Footing Id: Truss L7 FOUNDATION PARAMETERS 2/21/03 2:28:24 PM Project Info Waelbrock Residence 6 Via De La Cruz Cohasset, CA Janice Lee 2002.051 F5 Concrete Ultimate Compressive Strength; f'c...............:......... 2.00 ksi ConcreteType......... ................ .......................... HardRock ConcreteCover....... ............................................ 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi Column Size ........................................................ 6.00 in. by 6.00 in. Allowable Soil Bearing Strength ..................................... 1.500 ksf Wind Load Soil Bearing Strength, (1.33 increase)................... 1.995 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.995 ksf Footing Width ....................................................... 2.00 ft. FootingLength ....................................................... 2.00 ft. Footing Depth ................................... ............ ... 12.00 in. Punching Shear Stress ........................... ............. ... 11.20 psi Beam Shear Stress..... ........................................... .85 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 in' Transverse Bottom Reinforcement Required for Strength .............. .00 in' Gravity Only Soil Bearing.......... ............ 1.440 ksf Wind Load Soil Bearing ......................................... 1.440 ksf. Seismic Load Soil Bearing .......................................... 1.440 ksf. LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1A DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL. 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY,.(kips)- MX, (ft -kips) MZ, (ft -kips) Dead Load 3.60 0.00 0.00 Live Load 1.92 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 12.00" W = 2.00' X 1,3 Cover::�J= 3.00" Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software . 2/21/03 2:28:49 PM Company Info I I Project Info R. C. E. (Project: Waelbrock Residence 3060 Thorntree Dr.; Suite 10 (Location: 6 Via .De La Cruz Chico, CA, 95973 I Cohasset, CA Phone: (530) 894-8833 (Client: Janice Lee Fax: (530) 894-8882 LJob No.: 2002.051 E-mail: cj@r-c-e.com (Footing Id:. F6 B10 •& B7 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c......................... 2.00 ksi ConcreteType ............................... HardRock ConcreteCover................ .................................. 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi Column Size.... .................................................. 6.00 in. by 6.00 in. Allowable Soil Bearing Strength..... ........ ................... 1.500 ksf Wind Load Soil Bearing Strength,.(1.33 increase)....... ............ 1.995 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ........:....... 1.995 ksf Footing Width ...................................................... 3.00 ft. Footing Length:.........................................e.......... 3.00 ft. FootingDepth ...................................................... 18.00 in. Punching Shear Stress ...................... 8.25 psi BeamShear Stress ................................................... .35 psi Reinforcing Standards per....... ......................... ......... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength.:.......... .08 in' (1-#4) Transverse Bottom Reinforcement Required for Strength .............. .08 in' (1-#4) Gravity Only Soil Bearing........... 1.060 ksf Wind Load Soil Bearing .............................................. '1.060 ksf Seismic Load Soil Bearing .......................................... 1.060 ksf LOADING PARAMETERS"- FACTORED.LOAD CASES CONSIDERED: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1..7SL 1.05DL'+ 1.275LL + 1.275WL, 0.9DL + 1AWL 1.05DL + 1.275LL + 1.OEQ 0.9DL +.1.OEQ UNFACTORED LOADS: ..Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 5.43 0.00 0.00 Live Load 3.31 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 Z W = 3.00' As = 1-#4 Bars X L = 3.00' As 1-#4 Bars oot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 2/21/03 2:30:23 PM I Project. Info Company Info R. C. E. JProject: Waelbrock Residence 3060 Thorntree•Dr.; Suite 10 ILocation: 6 Via De La Cruz Chico, CA, 95973 I Cohasset, CA + Phone: (530) 894---8833 (Client: Janice Lee Fax: (530) 894-8882 (Job No.:, 2002.051 E-mail: cj@r-c-e.com (Footing Id: F7 Truss XX - Shear Wall Line 4 ' FOUNDATION PARAMETERS s.. Material Properties: Conc. Strength Conc. Type Bot. Steel. Top Steel Steel -Yield f'c, psi Cover, in. Cover, in. Fy,• ksi Section: 1 2,000 HardRock 3.00 2.00 40 Footing Section Geometry, (Stiffnesses based on 80% of Ig): Length, ft. Width, ft. Depth, inches Section: 1 9.50 3.25 18.00 Column"b Wall Data: Type Center Length Width Col-f'c Col-Fy Dowel Bars : ft. in. in. psi, ksi' No. & Size. Column 1 Other 5.00 6.00 6.00 n/a n/a n/a Column 2 Other.- 7.50 6.00 6.00 n/a' n%a' n/a i Column 3 Other 2.00 6.00 6.00 n/a n/a n/a .Type Center Length Width Height Density Use t ft. ft. in. ft. pcf Stiffness?. Wall 4 -Conc. 4.75 5.50 6.00 2.00 150 Yes Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 714 / 21175 2,500 /.2,.893 1,194 /,2,893 3. Beam Shear Stresses: Section: 1 '..... ................. 12.06 psi Stirrups not required 4 Punching Shear Stresses: Column 1 ........................... 12.74 psi'. Column 2 ....... ........ ....... 9.62 psi tY Column 3 ............................. 9.62 psi Wall 4 ....................... 4.70 psi Reinforcing Standards per ASTM -A615 Reinforcing.Requirements per ACI Ultimate Strength Methods: Footing Top Steel. Bottom Steel Transverse_ Stirrups ' Sections: in2, Design inz, Design int/ft, Spacing in2, Spacing Section: 1 Strength:.. 0.00. 0-#4 0.44 3-#4 0.14 #4 @ 17.6in. Not Regd.,.. . � Walls. V Wall: 9 Strength:.. 0.00 0-#9 Note: Strength = Steel Required for Strength.. Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 2/21/03 2:36:23 PM' Footing Id: F7 Page: 2 Loading Parameters: .Concrete Design.Ultimate Strength Load Cases Considered: 1. 4DL 1 ADL + 1 . 7LL 1 ADL + 1. 7LL + .1.7SL 1.05DL + 1.275LL + 1.275WL 1.05DL + 1.275LL - 1.275WL 0.9DL + 1.3WL 0.9DL - 1.3WL 1.05DL +. 1.275LL + 1.4EQ. 1.05DL + 1.275LL-.1.4EQ'. y`l 0.9DL + 1.4EQ 0.9DL - 1.4EQ #` Soil Load Cases Considered: 1.ODL 1.ODL + LOLL 1:.ODL + LOLL + 1.OSL . 1.ODL + LOLL + 1.OWL 1.ODL + LOLL - 1.OWL 0.667DL +-1.OWL . 0.667DL - 1.OWL 1.ODL + 1.OLL + 1.OEQ 1.ODL + 1.OLL - 1.OEQ 0:667DL + 1.OEQ 0.667DL - 1.OEQ Un -Factored Loads, ft -kips: Dead Load Live Load Wind Load Seismic Load Other Load ,+... FY MZ FY MZ FY MZ FY MZ FY MZ Column:l 8.13 0.00 4.34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:2 0.00 0.00 0.00. 0.00. -8.60 0.00 -4.30 0.00 0.00 MO Column:3, 0.00. 0..00 0.00 0.00 8.60 0.00 4.30 0.00- 0.00' 0.00 Wall :4• 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 y„ Total Vertical Contact. Forces: 1.ODL _ 15.905 kips, 1.ODL + LOLL = 20..243 kips 1.ODL + 1.OLL + 1.OSL =•20.243 kips . 1.ODL + I..OLL + 1.OWL '. = 20.243 kips 1.ODL.+ LOLL - 1.OWL = 20.243 kips, 3' 0.667DL + 1.OW1 = 13.197 kips f} 0.667DL,- 1.OWL = 13.197 kips 1.ODL'+ 1.OLL + 1.OEQ = 20.243 kips 1.ODL + 1.OLL - 1.OEQ = 20.243 kips 0.667DL + 1.OEQ 13.197. kips. 0.667DL - 1.OEQ _ 13.197 kips !; Envelope Case = 20.243 -kips Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 2/21/03 2:30:23 PM Footing Id: F7 Page: 3 CoWall#4 Col# 1 Col#2 0 -ft. I FS #1 I 9.5 -ft. 12.4 kips V, kips 0 M, ft -kips 0 Bearing psf 0 0.745" Defl, in. 0 23.6 ft -kips --13.8 kips -1.1 ft -kips 2,500 psf Ft Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 2/21/03 2:31:24 PM ,Company Info I Project Info R. C. E. (Project: Waelbrock Residence 3060 Thorntree Dr.; Suite 10 ILocation: 6 Via De La Cruz Chico, CA, 95973 I Cohasset, CA Phone: (530) 894-8833 (Client: Janice Lee Fax: (530) 894-8882 (Job No.: 2002.051 E-mail: cj@r-c-e.com IFooting Id: F8 B5 - Shear Wall Line 4 FOUNDATION PARAMETERS Material Properties: Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield f'c, psi Cover, in. Cover, in. Fy, ksi Section: 1 2,000 HardRock 3.00 2.00 40 Section: 2 2,000 HardRock 3.00 2.00 40 Section: 3 2,000 HardRock 3.00 2.00 40 Section: 4 2,000 HardRock 3.00 2.00 40 - Footing Section Geometry,_(Stiffnesses based on 80% of Ig): Length, ft. Width, ft. Depth, inches Section: 1 3.50 3.50 18.00 Section: 2 4.00 1.00, 12.00 Section: 3 7.00 2.50 18.00 Section: 4 7.00 1.00 12.00 Column & Wall Data: Type Center Length, Width Col-f'c Col-Fy Dowel Bars ft. in. in. psi ksi No. & Size Column 1 Other 13.75 6.00 6.00 n/a n/a n/a Column 2 Other 8.25 6.00 6.00 n/a n/a n/a. Column 6 Other 1.75 6.00 6.00 n/a n/a n/a Type Center Length Width Height Density Use ft. ft., in. ft. pcf Stiffness? Wall 3 Conc. 11.00 5.50 6.00 2..00 150 Yes Wall :A Conc. 5.00 6.50 6.00 2.00 150 Yes Wall 5 Conc.- 17.25 7.00 6.00 2.00 150 Yes Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 1,313 / 2,250 1,625 / 2,993 1,464 / 2,993• Section: 2 1,058 / 1,500 1,241 / 1,995 1,147 / 1,995 Section: 3 800 / 1,950 829 / 2,594 817 / 2,594 Section: 4 513 / 1,500 722 / 1,995 618 / 1,995 Beam Shear Stresses: Section: 1 ........................... 6.85 psi Stirrups not required Section: 2 ............................ Low Stress or Beam Shear'suppres•sed under column/wall Section: 3 ............................ Low Stress or Beam Shear suppressed under column/wall , Section: 4 ........................... Low Stress or Beam Shear suppressed under column/wall Punching Shear Stresses: Column1 ............................ 0.00 psi Column. 2 ............................ 9.39 psi Wall 3 ........................... 1.97 psi Wall 4 ........................... 0.00 psi Wall 5 .......................... 0.00 psi Column 6 .............. :............ 12.66 psi Walls: Wall: 3 Strength:.. 0.28 2-#4 Wall: 4 Strength:.. 0.31 2-#4 Wall: 5 Strength:.. 0.15 1-#4 Note: Strength = Steel Required for Strength.. Loading Parameters: Concrete Design Fk Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 2/21/03.2:31:24 1..4DL + 1.7LL PM Footing Id: F8 Page: 2 1.05DL + 1.275LL + 1.275WL 1.05DL + 1.275LL - 1.275WL 0.9DL + 1.3WL Reinforcing Standards per ASTM -A615 0.9DL - 1.3WL 1.05DL + 1.275LL + 1.4EQ Reinforcing Requirements per ACI Ultimate Strength Methods: 0.9DL + 1.4EQ Footing Top Steel Bottom Steel Transverse Stirrups Sections:in2, Design in Z, Design inz/ft, Spacing in Z, Spacing Section: 1 1.ODL + 1.OLL 1.ODL + LOLL + 1.OSL 1.ODL + LOLL + 1.OWL Strength:.. 0.00 0-#4 0.17 1-#4 0.06 #9 @ 41.3in. Not Reqd... Section: 2. 1.0DL + LOLL --1.OEQ , 0.667DL + 1.OEQ 0.667DL - 1.OEQ Strength:.. 0.00 0-#4 0.26 2-#4 0.00 ..... N/A.... Not Reqd....- egd...:Section: Section:3 Dead Load Live'Load Wind Load.. Seismic Load Other Load Strength:.. 0.71 4-#4 0.59 3-#4 0.00 -....N/A...: .Not Reqd... Section: 4 -8.60 0.00 -4.30 0.00 0.00 0.00 Column:2 1.20 0.00 0.47 0.00 Strength:.. 0.32 2-#4 0.07 1-#4 0.00 -....N/A.... Not Regd...- Walls: Wall: 3 Strength:.. 0.28 2-#4 Wall: 4 Strength:.. 0.31 2-#4 Wall: 5 Strength:.. 0.15 1-#4 Note: Strength = Steel Required for Strength.. Loading Parameters: Concrete Design Ultimate Strength Load Cases Considered: 1.4DL 1..4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 1.05DL + 1.275LL - 1.275WL 0.9DL + 1.3WL 0.9DL - 1.3WL 1.05DL + 1.275LL + 1.4EQ 1.05DL + 1.275LL - 1.4EQ 0.9DL + 1.4EQ 0.9DL - 1.4EQ Soil Load Cases Considered:" 1.ODL 1.ODL + 1.OLL 1.ODL + LOLL + 1.OSL 1.ODL + LOLL + 1.OWL 1.0DL + LOLL - 1.OWL 0.667DL +.1.OWL 0.667DL - 1.OWL 1.0DL + LOLL + 1-0EQ 1.0DL + LOLL --1.OEQ , 0.667DL + 1.OEQ 0.667DL - 1.OEQ Un -Factored Loads, ft -kips: Dead Load Live'Load Wind Load.. Seismic Load Other Load FY MZ FY MZ FY MZ FY MZ FY MZ Column:l 0.00 0.00 0.00 0.00 -8.60 0.00 -4.30 0.00 0.00 0.00 Column:2 1.20 0.00 0.47 0.00 8.60 0.00 4.30 0.00 0.00 0.00 Wall :3 1.45 0.00 0.72 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wall :4 1.45 0.00 0.72 0.00 0.00 0.00 0.00 0..00 0.00 0.00 Wall :5 1.45 0.00 0.72 0.00 0.00 0.00 0.00 0.00 0.00 0.'00 Column:6 8.22 0.00 4.51 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total Vertical Contact Forces: 1.ODL = 24.957 kips 1.0DL + 1.OLL = 32.094 kips 1.ODL + 1.OLL + 1.OSL = 32.094 kips 1.ODL + 1.OLL + 1.OWL = 32.094 kips 1.0DL + 1.OLL - 1..OWL = 32.094 kips 0.667DL + 1.OWL = 20.374 kips 0.667DL - 1.OWL = 20.374 kips 1.0DL + 1.OLL + 1.OEQ = 32.094 kips 1.ODL + 1.OLL - 1.OEQ = 32.094 kips 0.667DL + 1.OEQ = 20.374 kips 0.667DL - 1.OEQ = 20.374 kips Envelope Case = 32.094 kips. >+ Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software. 2/21/03 2:31:24 PM Footing Id: F8 Page: 3 Col#6#4 CW611#3 CWall#5 -------- - - _ _ -- - - ---- T' .k` _ - ------------- .. FS #2 FS #4 - 0 -ft. FS #1 FS #3 I , 9.3 kips 21.5 -ft. V, kips p q - -8.6 kips ;s 25.9 ft -kips M, ft -kips -32.9 ft -kips 1,625 psf ' Bearing psf 1 f,J 0 Defl, in. at ' _ Fcc Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 2/21/03 2:44:58 PM' Company Info I Project Info R. C. E. (Project: Waelbrock Residence 3060 Thorntree Dr.; Suite 10 (Location:. 6 Via De La Cruz Chico, CA, 95973 I; Cohasset, CA Phone: (530) 894-8833 (Client: Janice Lee Fax: (530) 894-8882 (Job No.: 2002.051 E-mail: cj@r-c-e.com IFooting Id: F9 Shear Wall Line 3 FOUNDATION PARAMETERS Material Properties: Conc. Strength. Conc. Type Bot. Steel Top Steel Steel Yield f'c, psi Cover, in. Cover, in. Fy, ksi Section: 1 2,000 HardRock 3.00 2.00 40 Section: 2 2,000 HardRock 3.00 2.00 40 Section: 3 2,000 HardRock 3.00 2.00 40 Footing Section Geometry, (Stiffnesses based on 80% of Ig): Length, ft. Width, ft. Depth, inches Section: 1 3.00 3.00 18.00 Section: 2 6.50 3.25 f 18.00. Section: 3 3.75 3.75 18.00 Column & Wall Data: Type Center Length Width Col-f'c C017Fy Dowel Bars ft. in. in. psi ksi No. & Size• Column 1 Other 11.50 6.00 6.00 n/a n/a n/a Column 2 Other 1.50, 6.00 6.00 n/a n/a n/a Type. Center Length Width Height Density Use ft. ft. in. ft. pcfStiffness? Wall 3 Conc. 6.50 10.00 8.00 2.00 150 Yes Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 333 / 2,100 1,157 / 2,793. 588./ 2,793 Section: 2 672 / 2,175 794 / 2,893 764 / 2,893 Section: 3 957 / 2,325 2,438 / 3,092-, 1,291 / 3,092 Beam Shear Stresses: Section: 1 ........ 0.16 psi Stirrups not required Section: 2 ........................... Low Stress or Beam Shear suppressed under column/wall Section: 3 Low Stress or Beam Shear suppressed under column/wall Punching Shear Stresses: Column1 ........................... 11.69 psi Column.-2 ....:................. .. 7..85 psi Wall 3 4.63 psi Fit Foot2000 v2.1.63; Copyright © 1999-2001 Spyder Software 2/21/03.2:.44:58 PM Footing Id: F9 Page: 2, Reinforcing -Standards per ASTM -A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Stirrups «' Sections: int, Design int, Design inz/ft, Spacing inz, Spacing Section: 1 Strength:.. 0.00 0-#4 0.10 1-#4 0.04 #4.@ 64.3in. Not Reqd... Section: 2 "Regd... ' Strength:.. 0.00 0-#4 0.29 2-#4 0.02#4 @ 107.2in. Not Section: 3 Strength:..; 0.00 0-#4 0.65 4-#4 0..40 #4 @ 6.Oin. Not Regd... Walls: Wall: 3 'Strength:.. 0.08 1_#9 Note: Strength = Steel Required for Strength..,, +�• Loading Parameters: ;+ Concrete Design Ultimate Strength Load Cases Considered: 1.4DL" 1.4DL + 1.7LL 1ADL + 1'.7LL + 1.78E 1.05DL + 1.275LL + 1.275WL 1.05DL + 1.275LL - 1.275WL 0.9DL +"•1,3WL i` 0. 9DL - 1.3WL 1.05DL + 1.275LL + I AEQ 1.05DL + 1 ."275LL - 1.4EQ ;. 0.9DL "+ 1.4EQ 0.9DL -- 1.4EQ. Soil Load Cases Considered: 1.ODL 1.ODL,+ LOLL, 1.ODL•+ LOLL + 1.OSL . k 1. ODL + LOLL + 1.OWL 1. ODL + LOLL - 1.OWL *0. 667DL +'I'. OWL 0.667DL - 1.OWL 1.ODL + LOLL + 1.OEQ. 1.ODL + LOLL - 1.OEQ K 0.667DL + 1.OEQ 0.667DL - 1.OEQ.. Un -Factored Loads,ft-kips: Dead Load, Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY" MZ FY MZ FY MZ Column:l 3.67 0.00 5.16 0.00 -7.20 0.00 -3.20 0.00. 0.00 0.00 Column:2 0:00 0.00 0.00 0.00 7.20 0.00 3.20 0.00 0.,00 0.00 Wall :3 2.00 0.'00 3.00* 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total Vertical Contact Forces: 1.ODL ="17.611 kips 1.ODL + LOLL 25.768 kips 1.ODL + 1:OLL + 1.OSL = 25.768 kips 1.ODL + LOLL + 1.OWL 25.768 kips 1.ODL'+ LOLL - 1.OWL = 25.768 kips 0-.667DL + 1.OWL _ 15.723 kips 0.667DL - 1.OWL = 15.723 kips 1.ODL + LOLL + 1.OEQ = 25.768 kips 1.ODL + 1.OLL - 1.OEQ 25.768 kips 0.667DL + 1.OEQ = 15.723 kips " 0.667DL - 1.OEQ = 15.723 kips ' Envelope Case 25.768 kips iY. , Fa Fo6t2000 v2.1.63, Copyright @ 1999-2001 Spyder Software 2/21/03 2:44:58 PM Footing Id: ,,E'9 Page: 3 MOO C01#1 H44T ------- --- Al FRM NUMA fr - 1. A 0 -ft. FS #1 FS #2 FS #3 1 13.25 -ft. 8.0 kips V, kips 0 M, ft -kips I 1 01 Bearing psf 0 1.012" Defl, in. 0 -8.0 ft -kips (' dry;.! - - .-...-rfL--.:.v .. yp--_: -i...: y t . ti . r a _, � , y y.. +.. .^s '�--`^.. •`•`l'* -'t'•, �' I COUNTY OF BUTTE BUILDING DIVISIQN. DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE /) v OVVNER PERMIT NO. i 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 / t • O Inspector / 1_ REV 10/92 .r ;r COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES f` 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 i' above address and should be corrected. Please notice this office when correction of work is ' ( compl ted. If you have any questions pertaining to this matter, or need additional explanation, plea contact t%h�isoffice immediately. IJ V Date •7-3 1*04(- Inspectpr REV 10/92 �, 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 contact routine i 1pection indicates that,the following violations of butte county Ordinances exist at the dress and should be corrected. Please notice this office when correction of work is above d comp ' p , it you ns '�taining to this matter, or need additiondl explanation, omp ed. If you have any ques 10 per plea lea tf�lea this office immediately.it r ---2 /0 e-� --s!" ig,4/1 S A 4,L4 Cp %j Dated t v Inspector tJ' 7 REV 10/92 �:y ^...-".,rr,- .. r--rim`.+i.Y'+....v'Y-...:."- . '^1.+rr-s �,..+ �t.v..:�..r •i:+F,,.:Nw-a4.}.l irrt .^A.:.a` = j COUNTY OF BUTTEy BUILDING DIVISION DEPARTMENT OF DEVELOPAMENT 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, '� COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street * Chico, CA - (530) 891-2751 7 County Center Dhiv.e - Oroville, CA (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations o.l. 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 pectaining to this matter, or need additional explanation, Please contact this office immediately. ------------- -— Date ICY 'inspector i��, A REV 10/92 0 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 NOTICOFTU6 OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the aboveaddress and should be corrected. Please notice this office when correction of work is comp _.ed. If you have any questions pertaining to this matter, or need additional explanation, plea a contact this office immediately. �dY G Date I REV 10/92 Inspector COUNTY OF BUTTE J 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 —1,14 � y 4 OWNER PERMIT NO. A routine inspection indicates thAt:the to 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 question`s pertaining to this matter, or need additional explanation, ^i ` pleasecorytact this office immediately. Ay i 01 _G Date REV 10/92 =- Insq°ecforr ? is ';ah;- I Butte County Department ofDevelopment Services YVONNE CHRISTOPHER, DIRECTOR . 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530)538-7785 Facsimile TO: FROM: SUBJECT: DATE: r LP2A Michael Vieira (530) 538-7159 mvieiraC&-buttecounty.net Plans Transmittal For Review Per Contract 7/14/2003 Applicant: Waelbrock, Mark & Renae Project Type: NSF 100% Plan Check Fees $ 645.45 Energy Calc Fees $ 23.00 $ 668.45 Permit No: 03-1675 APN: 056-180-013 70% $ 451.82 $ 16.10 $ .467.92 LP2A Fee $ 467.92 Copies Attached: Qty Chk Application Site Plan Review FEMA Elevation Certificate Building Plans Truss Calculations Energy Calculations Structural Calculations Residential Plan Review Guide Residential Construction Requirements Other Other r I I t F t F Job Name: ilwael EM X -ICC REPLT SIZE 1 1- 4-12 ' 1363 3.50" 2 12- 9- 0 1655 3.50" 3 19- 4- 8 2017 3.50" 4 26- 0- 0 1587 3.50" 5 37- 4- 4 1288 3,501- .50"TC TC FORCE AXL BND CSI 1-2 210 .03 .30 .32 1-2 -1219 .01 .51 .51 2-3 -345 .00 .75 3-4 210 .75 .01 .75 4-5 210 .76 .02 .83 5-6 210 .85 .02 .83 6-7 -306 .85 .00 .73 7-8 -1131 .73 .00 .47 7-8 186 .48 .02 .27 .29 R02'D TC 2xb EFL #2 1.50" BC 2x4 DFL #1 & Btr. 1.50" {dB 2x4 DFL STANII M 1.78" SLSDFR 2x4 EEL #1 & Btr. 1.50" (EL " 2x4 DFL 1.50xdxr shear allo abltes are per 111-97. ELATE VAUES PER IC130 REMARM REhxRT #1607 Mark all inttxicrEraril_ rj locations. laair>-cge mast be pro✓i to avoid pc9dirrg. May use adequate staples for gable blocks. BUI DIE13 EESIMER NLET VERIFY G4aE LMM l (+) gable req�tittz3 Q 58" intervals, � Wil. Gable cadeta laFp1i�206503355. Ft 80 EM UK -97 OxIa. 9 0 XI CSI 10-11 795 .08 .26 Hzrricalle/t>zean Liar = Ido , E�,p Cate io y = B 11-12 402 .34 .02 .33 Mean roof Tright = 23.34 ft, nph = 12-13 361 .35 .01 .33 .34 27.0 psf 13-14 361 .01 .26 Dir L.P1f L.Lcc R.Plf 14-15 646 .28 .06 .26 7- 4- 8 .23 35-16 654 .32 .06 .22 .28 TC Vert 196.00 26- 0- 0 3.42.00 Vis 3 FLEE 2-10 257 CSI WEH FCRCE .10 6-14 -977 CSI 2-11 -714 .77 7-14 -673 .56 3-11 -1016 .58 7-15 258 .73 3-12 -459 .24 STEM -1609 .10 5-12 -1326 .76 SLM -1486 .15 6-12 -473 .25 .14 MX EEF BMCNN (span)999 IN m k -.02" D= -.03" T= -.05" ' - Joint Iccat-ia-B 1 0-0-0 9 0-0-0 2 6- 1- 8 10 5 -ll -12 3 31- 6- 0 11 31- 6- 0 4 16- 1- 8 12 18- 1- 8 6_2_0 5 18- 1- 8 6 13 20- 0- 0 24- 9- 0 14 24- 9- 0 7 30- 1- 8 8 36- 15 30- 3- 4 I1-0-1 3- 0 16 36- 3- 0 TYPICAL PLATE : 1.5-3 KB1 NORCAL Kzq R5rthakr. a Northpark Dr., C01u Springs, CO 80907 Tp5.0 Version T6.3.1 6-1-8 1 5.4-9 -t 6-1-8 11-6-0 Truss 1®: A - - Qt3 ®6� h7-irg r at each lozatirn sh aj-j. See starl-br=s (TX01087001-001). Plating spec : PTSI/TPI - 1995 THIS LESIM IS THE t civff- Sr1E RESULiI' OF hLIMFLE LC1AD CASES. EE7,RM FE12 2& ENM 0`10 n are bases CNLY - the truss material at each bearing. Loaded for 10 PSF 1tif1-Coiy=raT B3L. Install irate ior-Rxlt(s) h efc¢e erectial. 1?`rn>an�1t bracire is i - ed (by Others) to pre=vent rctatia-r,/tcppliM. See HIB -91 aryl PMI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. PLATIING a4SED M GZt LTPIBER VAITES. `Attadi top (2x4 off diad (if sh om-0 with 2-4 plates 3-6_Plates (2>6) at 24" o.c. and a� lied rotated, in ad3i.tirn to dr 1x31 platitr3 sl�r1. 'IIr se.isxbry tcp do d may he =td -lad for cutlookers as needed. DD NOT N7ICi-I VIM STLi,N BY (***) . 6-7-8 -i 6-7-8 -t 5-4- 8 -1 6-1-3-t 15-1-8 24-9-0 30-1-8 36-3-0 1 2 3 4 5 6 7 8 - - 24-0-(I 10.00 -10.00 fflowi, This truss is designed using the UK -97 OxIa. Bldg anlosed = Yes ra-uss Lozatial = Ehd Hzrricalle/t>zean Liar = Ido , E�,p Cate io y = B B1d3 Len th = 90.00 ft, Bldg Width = 40.00 ft Mean roof Tright = 23.34 ft, nph = 80 iEIC Staridal.•d Ozctpeetny, Lead Load = 27.0 psf ---Lf1'-1D CPSE #1 L&SICN LOAM ---------------- Dir L.P1f L.Lcc R.Plf R.Lx TC Vert 142.00 1- 3- 0 196.00 7- 4- 8 .23 TC Vert 196.00 7- 4- 8 396.00 26- 0- 0 .16 TC Vert 196.00 26- 0- 0 3.42.00 37- 6- 0 .39 EC Vert 26.00 1- 3- 0 26.00 37- 6- 0 .00 1-3-0 STUB 9 5-11-12 1.0 11 12 13 14 15 16 STU13 _ 5-6-4 1 6-7-8 -t 6-7-8 5-6-4 t 5-11-12 t 5-11-12 11-6-0 18-1-8 24-9-0 30-3-4 36-3-0 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), OVER 5 SUPPORTS "H"(16 ga.), or "MX"(TWAIX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates _are are positioned as shown above. uahlP r �-„a -i.. - ___. I 6-5-15 SHIP 0-T rrnl[1V11V LJ Read alt notes on this sheet and give a co , o it to the Erectin; Contractor. This design is for an individual building component not nvss system. It has been based un sp ifications provided by the component rnanufacnu'er and done TBF 224.0 WT: 533 # iti accordance with the current versions of TPI and APPA design standards. No respunsibiliq, is assumed for dimensiorual accuracy. Dimensions are to be CTr1c verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this Dsgnr: me #LC = 28 design meet or exceed the loading imposed by the local building code and the particular application. The design assumes (hit the top chord is later:div braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. TC Live 16.00 psf Bracing shown is for lateral support of components members only to reduce buckling length. `Ph s cumpaazm sh all not be placed 'cat any environment that TC Dead 17.00 psf will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. rabric.•ue, handle, install and brace this Huss in rccordance with the following standards: 'IOINT DETAILS', by Tniswal, 'ANSWITI 1', ,\AITCA 1' - Wood Truss Council of America Standard Design HC Live 00 paf Responsibilities, 'HANDLING INSTALLING AND BRACING NfE`fAL PLATE CONNECTED \VOOD TRUSSES' - (11113-91) and 'IIIB-91 BC Dead 13.00 psf iUMMARY SHEET' by TPI. The Truss Plate hnstimte (Till) is located w 583 D'Onofriu Drive, Madison, Wisconsin 53719. The American Purest and 'aper Association (APPA) is located at 1111 19111 Street, NW, Ste 800, Washington, DC 20036. TOTAL 46.00 psf OQptOFE(z r �Sti C? JNo. C 45982 m w m 13; Exp. 2/31/06 -�D C 1 V \ \C�`\� 2/20/2003 Scale: 1/8" = 1' TWO: JLWAEL Custcmter Name: da DurFacs L=1.25 P=1.15 Rep ter End 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Defl Ratio: L/360 TC: 14/480 Job Name: jlwrael 2/20/2003 Truswal Systems Plates are 20 ga. unless shown by "1811(18 ga.) , OVER 3 SUPPORTS Truss 1®: Al Qty: l ®rw : LUU3U51 UU%-UUL Bir. X -IDC REACT SIZE RBl2'D 1 1- 4-12 TC 2x6 M #2 Shift 2able stud plates to avoid overlag with structural plates (or staple). Nib bra ;*n 1 tic i at each location sham -t. ® 4 nzis desigtZ basal on. drrd bracirsd applied the sd>33t1e: 1330 3.50 2 28-10- 4 2092 3.50" 1.50" 1.86" 2x4 EFL #1 & Btr. 3-5, 5-7 BC 2x4 EFL #1 & Btr. in accordance with the current versions of'1'PI and APPA design standards. No responsibility iS assumed for dimensional accuracy. Dimensions are to be Sec stat>d derails ('X0108 7 0 01-0 01) . Platin] ac : AI@SI/'IPI - 1995 �o ps max O.C. fran to 3 37- 4- 4 326 3.50" 1.50" WEB 2x4 DFL SPAN1W braced by the roof or floor sheathing and the bottom chord is lalerilly braced by a rigid sheathing material directly attached, unless otherwise noted. T1-93 EESICN IS THE CaAPaSTI'E RESUE OF TC 24.00" 9- 3- 7 29- 4- 8 TC Dead 17.00 psf Rep Hhr Bnd 1.15 will cause the moisture content of the wood to exceed 195x. and/or cause coimector plate corrosion. Fabricate, bindle, install and brace this miss in a ATE VA= PER ICBD RES9Ml REP= #1607. accordance with the following standards: 'JOINT' DETAILS', by Tntswal, 'ANSI/Till 1', 'WTCA F - Wood Tnnss Council of America Shad: d Design p'1lLTIFiE Ia'aD GI.SES. UPLIFT REAMCN(S) : 7C Fa;KE AXL RND CSI SUMMARY SHEET by'rPI. The Truss Plate Institute (ITI) is located at 587 D'Onofrio Drive, Madison, Wisconsin 53719. The American Purest and Lcadal for 10 PSF rrn-ca-,au.reat BaL. Paper Association (APPA) is located at 1111 191h Street, NW, Ste 800, Washington, DC 20036. BEARIM RBOI14VEDTIS shaan are based aXY SLPP=t 3 -19 .lb 1-2 88 .00 .08 .08 Mark all interior hearrs� locations. on the truss material at eadr )�riM. This truss is desicyrcd using d- 2-3 -1162 .00 .15 .15 Drainage must be provided to avoid p37idirrg. Install interiorsLl (s) before erection. LBC -97 OxIa. 3-4 -886 .01 .45 .47 PLATIN aASED CN GEFN LID18ER VALM. ivalateral b aciu g attached 1.x4 min. onrtuzis Bldg D>rlcsel = Yes 4-5 -581 .01 .45 .46 Ek -td verticals designed for axial loads ally. to flat TC Q-L-xe itadicated w/ 2-10d nails T1uss Lcratiaz = End Zone 5-6 -581 .01 .45 .46 ES,t ions abo✓e or below the truss profile each. bx&r et- mast be structural gL-,b. awricana/C---m Line = No EV Category = B 6-7 358 .05 .45 .49 (if ��u�v)� r�� additional ortsicleratiaz Brace @ 24" o.c. unless noted etl�rwise. Bldg L rgdl = 90.00 ft, Bldg Width = 40.00 ft 7-8 495 (� "' ) for hazz. loads on the bldg. iDc Sroof height1 1� � 8-9 .01 9 .10 ��d = 2780 psf BC FCFCE AX[, EM CSI 10-11 792 .08 .46 .55 11-12 994 '.11 .46 .57 12-13 994 .11 .19 ..30 13-14 994 .11 .19 .30 14-15 564 .06 .48 .55 15-16 -289 .00 .48 .49 NEB FCRM CSI NEB FCRIZE CSI 1-10 -270 .03 6-14 691 .28 - 2-10 -1248 .59 6-15 -1438 .96 2-11 -138 .10 7-15 -601 3-11 403 .16 8-15 -288 .61 .21 3-7-3 4-6-5 � 6-9-8 6-5-0 6-9-8 4-6-5 i t 4-U -167 -11 8-16 263 .22 3-7-3 8-1-8 14-11-0 21-4-0 28-1-8 32-7-13 4-12 262 .11 9-16 -252 .03 80 7 4-14 -647 .44 1 2 3 4 5 6 7 8 t MAX iEFEIMCN (span) • W999 IN MEM 10-11 (LIVE) �0 20-0-0 LF -.11" D= -.20" 7` -.3111 1r 0 t 10 = Joint Locations 4-4 -7 =3- 1 0- 0- 0 9 36- 3- 0 2 3- 7- 3 10 0- 0- 0 3 8- 1- 8 U 8- 7-12 4 14-11- 0 12 14-11- 0 5 19-11- 6 13 20- 0- 0 6 21- 4- 0 14 21- 4- 0 8-4-4 8-8-3 7 28- 1- 8 15 27- 7- 4 Z442 UFS 8 32- 7-13 16 36- 3- 0 S2.5-4 SHIP QP /ley 2 4 7-15 21-4 3-7 1.5-4 S=34 CO 3-4 2.5-4 2.5-4 Z � No. 45982 27-7-4 Ion u� d Exp. 2/31/06 1-3-0 36-3-0 slQ� C ��' 10 11 13 15 16 1-3-11 SOF STUB .12 .1.4 STUt 1; CAUY 8-7-1.2 6-3�! � 6-5-0 � 6-3-4 t 8-7-] 2� 8-742 1.4-11-0 21-4-0 27-7-4 36-3-0 TRUSI4AL SYSTEMS 4445 Northparl Dr., Colo Spriugs, CO 80907 Tp5.0 Version T6.3.1 2/20/2003 Truswal Systems Plates are 20 ga. unless shown by "1811(18 ga.) , OVER 3 SUPPORTS "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Scale: 1/8" = 1' Circled plates and false frame plates are positioned as shown above. Shift 2able stud plates to avoid overlag with structural plates (or staple). WARNING Read all notes on this sheet and give.' a Copy Of it to t=he Erecting Contractor TBF: 128.0 WT:320 # WO: JLWAEL This design is for all individual building component not miss system. It has been based on specifications provided by doe component nemufacturer and doneChk. Customer Name: in accordance with the current versions of'1'PI and APPA design standards. No responsibility iS assumed for dimensional accuracy. Dimensions are to be Dsgnr: #LC 16 da verified by the component manufacturer and/or build'ung designer prior to fabrication. The building designer must ascertain that the loads utilized on this IDC = design meet or exceed the loading imposed by the load building code and the particular applic:uion. The design assumes that the top chord is laterally TC Live 16.00 psf DurFaes L=1.25 P=1.15 braced by the roof or floor sheathing and the bottom chord is lalerilly braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buck -Jing length. This component shall not be placed in any environment that TC Dead 17.00 psf Rep Hhr Bnd 1.15 will cause the moisture content of the wood to exceed 195x. and/or cause coimector plate corrosion. Fabricate, bindle, install and brace this miss in BC Live .00 psf O.C. Spacing 2- 0- 0 accordance with the following standards: 'JOINT' DETAILS', by Tntswal, 'ANSI/Till 1', 'WTCA F - Wood Tnnss Council of America Shad: d Design Responsibilities, 'HANDLING INSTALI-LNG AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (Ii1B-91) and 'HIB -JI BC Dead 13.00 pef Design Spec UBC -97 SUMMARY SHEET by'rPI. The Truss Plate Institute (ITI) is located at 587 D'Onofrio Drive, Madison, Wisconsin 53719. The American Purest and 141 Ratio: L/360 7C: 14/480 Paper Association (APPA) is located at 1111 191h Street, NW, Ste 800, Washington, DC 20036. TOTAL 46.60 psf Job Name: ilwael Truss I®: A2 Qty: 3 BFn X -LCC REACT SIZE 1 1- 4-12 1392 3.50" .16 2 27-10- 4 1626 3.50" 1-10 3 37- 4- 4 624 3.50" 1119 TC FMCS AM M) CSI 1-2 -1274 .00 .14 .14 2-3 -1185 .00 .14 -14 3-4 -892 .01 .31 .32 4-5 -642 .01 .31 .31 5-6 -642 .01 .27 .27 6-7 -169 .00 .18 .18 7-8 -414 .00 .18 .18 BC FC RM AXL, BND CSI 9-10 -412 .00 .14 .14 10-U 931 .10 .19 -30 11-12 830 .09 .19 .29 12-13 891 .10 .18 .28 13-14 891 .10 .17 -27 14-15 185 .00 .23 .23 15-16 468 .03 .23 .25 16-17 412 .00 .13 .13 1.50" 2x4 EFL #1 & Btr. 3-6 1.50" BC 2x4 EFL, #1 & Btr. 1.50" ESB 2x4 EFL SMUM PLATE VALLFS PEP IC390 1E0*4 M IMPa2T #3.607 IcarW for 10 FSF ncri-carx:urrent BU. Mark all interimlocaticsns. Drainage mast be p� to avoid pazlii>g. PLATIM BASED CN (PRN LLTLEER VAii)ES. End verticals designed for axial loads only Idansions above or below the truss profile (if d�rtyy) require additional consideration (by others) for ha-.iz. loads on the bldg. WEB KWE CSI WEB FCRCE CSI 1-9 -1346 .16 5-14 -366 .22 1-10 965 .39 6-14 1119 .46 2-10 -164 .07 6-15 -1234 .75 2-11 -294 .26 7-15 -406 .36 3-11 339 .14 7-16 148 .06 3-32 -165 .34 8-16 278 .11 4-32 251 .08 8-17 -577 .07 4-14 -504 .40 MAX EMF[' (N (fin) • I4/999 IN MFM 11-12 (LIVE) lr= -.03" D3= -.05" 1- - 08" = Joint Lcoations = 1 0- 0- 0 10 4- 7- 3 2 4- 7- 3 11 9- 7-12 3 10- 1- 8 12 15- 5- 8 4 35- 5- 8 13 18- 9- 0 5 20- 9- 8 14 20- 9- 8 6 26- 1- 8 15 26- 7- 4 7 31- 7-13 16 31- 7-13 8 36- 3- 0 17 36- 3- 0 9 0- 0- 0 ,ef5phh TRUSWAL SYSTEMS 4445 Norllpark Dr., Colo Spriugs, CO 80907 Tp5.0 Version T6.3.1 ®Wen la�cirg used at each 1..L-icn slv� ni. See standalcl is (M'01087001-003.). Plating spec : AMI/'TPI - 1995 THIS MIC1Q IS UE 0T1FCSITE RESILT OF r1WIPLE LOAD t%SES. BE21MM RF)iIJI 4ENIS shaei are based QALY on the truss material at eadn b=aring. Install into icr summ:t(s) befmm--e erection. 1x4 min. ccrntira.>aas lateral laacurf attadhed to flat TC „there indicated w/ 2-10d Mils eadh. Wilber mist he structural grace. Brace @ 24" o.e. unless noted cd-laLwise. 4-74-7 3 5-6-5 5-4-0 i 5-4-0 5-4-0 5-6-5� 4-7-3 , 4-7-3 10-1-5 15-5-3 20-9-5 26-1-8 31-7-13 36-3-0 10-0-7 I 10-0-7 1 2 3 4 5 6 7 S 1� 16 -n -n -10.001 'Il -ds des , based on chord )aacirg applied P, r tit 01, ✓i ng scihaciale: nax o.c. fsnn to TC 24.00" 11- 3- 7 27- 4- 8 This truss is d s-19ried usirg tlhz TMC -97 Clod✓. Bldg E]�lcsed = Yes T%ass Lccatian = aid 7rahe Tlnricarte/Ck�an Line = Tac , E�cp Category = B Bldg r�th = 90.00 ft, Bldg Width = 40.00 ft Mean roof height = 25.01 ft, nph = 80 L1BC standard Cary, Dead Iced = 27.0 psf 11 H-Ol )~Oa 1-3-01.-3i- 0 - STUB - 9 10 11 12 13 1.4 15 16 17 STUB 4-7-3 5-0-9 t 5-9-12 5-4-0 1 5-9-12 5-0-9� 4-7-3 , 4-7-3 9-7-12 15-5-5 20-9-8 26-7-4 31-7-1.3 36-3-0 Truswal Systems Plates are 20 ga. unless shown by 1118"(18 ga.), OVER 3 SUPPORTS "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 clable studplates to avoid overlap with structural plates (or std le). WARNING Read all notes on this sheet and gine a copy of it to the Erecting Contractor. TBF: 145 This design is for an individual building component not miss system. it has been based on specifications provided by du component manufacturer and done Chk : in accordance with the current versions of TPl and AFPA design standards. No responsibility, is assumed for dimensional accuracy. Dimensions are to be verified by the component mvwfacrurer and/or building designer prior to fabricarion. The building designer must ascertain that the buds utilized on this Dsgnr: inc: design meet or exceed the loading imposed by the local building code and the p micular applir-mion. The design assumes Ilial the top chord is laterally TC Live braced by the roof or floor sheathing and die bottom chord is Laterally braced by a rigid sheadii ng tnmterial directly :coached, unless otherlvise noted. Bracing shown is for Lateral support of components members only to.reduce bucMi ng length. This component sltahll nut be placed in any environment that TC Dead will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install :rad brace this miss in BC Live accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPf 1', ' WTCA V - Wood Truss Council of Ameriat Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (H18-91) :rad '1110-91 BC Dead SUMMARY SIiEET' by'I'PI. The Truss Plate Instinne (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The Anlcriail Forest and Paper Association (AFPA) is located at 1111, Mh Street, NW, Ste 800, Washington, DC ^--0036. TOTAL Cl)e�oF sio�Va ���y�' L Ss �F•r. 33 --i N . C 4598 m d E p. 12/31 /06 X ILL s Nkio *, 2/2®/2®®3 Scale: 1/8" = 1' 3 WT:360 # WO: JLWAEL Customer Name: #LC = 16 1 da 16.00 psf DurFacs L=1.25 P=1.15 17.00 psf Rep Mbr Bnd 1.15 .00 psf O.C.Spacing 2- 0- 0 13.00 psf Design Spec UBC -97 DAA Ratio: 14/360 TIC: L/480 46.00 psf ]ob blame: jlwael CSI VM F= Truss 1®: A3 Qty: 3 ®rw: LUU.5V-*j I Vit -Ulu -r Bim X -ICC REPLT SIZE RM'D IC 2xG DFL #2 4�b )aracirs3 at gall 1«2tia1 ShOAT1. ® This dzsi{cccoyyy'����'based � on d-crd bracing applied t� to 1 1- 4-12 1401 3.50" 1.50" 2x4 DFL #1 & Btr. 3-6 See statxl3rd c ii�ls (T7C01087001-001) . pe - o to 2 28- 1- 4 1635 3-50" 1.50" BC 2x4 DFL #1 & Btr. Plating spec - PNSI/IPI - 1995 niam esd�le: TIC 24.00" 11- 3- 7 27- 4- 8 3 37- 4- 4 607 3.50" 1.50" 4dB 2x4 DFL STANDARD 11 -US L17qIC4a1 IS THE O1 CSI'IE RES'[LT OF rads truss is desigrnd using the TC FICKE AXL END GSI 11-12 aA1E VAUES PER ICl3J RES0*K 3 REK%1r 417.607. Loaded fc>r 10 FSF 1'1a'1-aa7GUrrerit B3L. MLLTLFLE LOAD 0%SFS. BEARIM REVJRZE°ENIS shoran are based CNLY LBC -97 Colo. 1-2 -1283 .00 1 0- 0- 0 Mark all interiorb:arirs� locatiais. on the truss material at eadi bearing. Bldg El-e1csa3 = Yes 2-3 3-4 -UO3 .00 .14 .14 .14 .14 3 10- 1- 8 a must ba prw j to avoid paYiing. FLATII. BASED (N GTEN VA M. Install intericu (s) hefcce erectial. L.1 itaaa>_s lateral br-ill7 attad�cl Truss Lrxaticrl = Ehd Zcrne IiuricatY/Ca=an Lirte = M , ENp Category = B 4-5 -907 -663 .01 .01 .31 .32 .31 .31 5 20- 9- 8 LU12ER Fhd verticals designed for axial loads ally. rain. ctrl to f]at IC a4>;te irrlicatel w/ 2 lOd rLail.s Bldg Leir3th = 90.00 ft, Bldg Width = 40.00 ft 5-6 -663 .01 .27 .27 7 31- 7-13 EJ�isict s above or below the truss profile eadi. Limber nust L� structural grade. P.a-_... roof height = 25.01 ft, ttph = 80 Lcad 27.0 6-7 -158 .00 .18 .18 9 0- 0- 0 (if ana�y) r ire additiazal acrisideratia7 Race 24" o.c. unless noted o&-rwise. LDC standard O-cLp--ry, lead = psf 7-8 -393 .00 .18 .18 (by et7�ees) fcs 1Laiz. loads on the bldg. BC FCRr-E AX[, UM CSI 9-10 412 .00 .12 .12 10-71 938 .10 .20 .30 71-12 837 .09 .20 .29 12-13 907 .10 .19 .29 13-14 907 .10 .19 .29 14-15 196 .01 .23 .24 15-16 459 .03 .23 .25 16-17 -412 .00 .12 .12 WM FICKE CSI VM F= CSI 1-9 -1354 .16 5-14 -365 .22 1-10 972 .40 6-14 1712 .45 2-10 -172 .07 6-15 -1237 .75 2-U -289 .24 7-15 -405 .34 3-11 336 .14 7-16 142 .06 3-12 -157 .32 8-16 261 .31 4-12 247 .08 8-17 -558 .06 4-14 -494 .39 Customer Name: FLAX EEFIB rrCN ( #LC = 16 1,/999 IN MFM 11-12 (LIVE) L= -.03" D= -.06" T= -.09" DurFaes L=1.25 P=1.15 = Joint Lpwticns 1 0- 0- 0 10 4- 7- 3 Re P 2 4- 7- 3 11 9- 4-12 accordance with the following standards: '101 NT DETAILS', by Tntswal, 'ANSI/TPI 1', 'WTCA F - Wood Truss Council of America Standard Design 3 10- 1- 8 32 15-' 5- 8 13.00 psf 4 15- 5- 8 13 18- 9- 0 DoE Ratio: L/360 YC: L4/480 5 20- 9- 8 14 20- 9- 8 6 26- 1- 8 15 26-10- 4 7 31- 7-13 16 31- 7-13 ' 8 36- 3- 0 17 36- 3- 0 9 0- 0- 0 ICI 1 N®RCAL TRUSWALSYSPEMS 4445 Northpark Dr., Colo Springs, CO 80907 Tp5.0 Version T6.3.1 4-74-7 3 5-6-5 5-4-0 5-4-0 I 5-4-0 t 5-6-5 1 4-7-3 4-7-3 10-1-8 15-5-8 20-9-8 26-1-8 31-7-13 36-3-0 1.0-0-7 10-0-7 1 2 3 4 5 h 7 S. 10.00 16-0-0 -10.00 10-4-3 SHIP / �`JF�E ,� 7-15 I1 - co w No C 4598 m C ! Ex .12/31;06 36-3-0 1-3-01-3-0 ~Te�FCf,L>�d� 9 10 11. 72 13 14 15 16 17 STUB S'I'U13 4-7-3 � 4-9-9� 6-0-� 2� 5-4-11-, 6-0-1'- � 4-9'9_, 4-7-3 4-7-3 9-4-12 15-5-8 20-9-8 26-10-4 31-7-1.3 36-3-0 T���®/y®®� ruswal Systems Plates are 20 ga. unless shown by "ga.), OVER 3 SUPPORTS GG18"(18 H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Scale: 1/8" = 1' Circled plates and false frame plates are positioned as shown above. Shift clable stud Elates to avoid overla with structural j2lates (or staple). YARNING Read all notes on. this sheet and give a Copj, of It to the Erecting Contractor. TBF: 145.3 WT:360 # WO: JLWAEL This design is for an individual building component not truss system. It tuts been based on specifications provided by the component manufacturer and doneChk: Customer Name: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgnr: me #LC = 16 da verified by the component nemufacturer and/or building designer prior to fabrication. The building designer must ascenaha ilLn the loads utilized on this design meet or exceed the loading imposed by the local building code and the panicukar application. The design assumes that the top chord is Irnerally TC Live 16.00 psf DurFaes L=1.25 P=1.15 braced by the roof or floor sheathing and the bottom chord is latenally braced by a rigid sheathing mverial directly anached, unless otherwise noted. Mbr End 1.15 Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Dead 17.00 of P Re P will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricme, In undle, basuall and brace this truss in BC Live .00 psf O.C. Spacing 2- 0- 0 accordance with the following standards: '101 NT DETAILS', by Tntswal, 'ANSI/TPI 1', 'WTCA F - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) :md '1118.91 BC Dead 13.00 psf Design Spec UBC -97 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and DoE Ratio: L/360 YC: L4/480 Paper Association (APPA) is located at 1111 19th Street, N\V, Ste 800, Washington, DC 20036. TOTAL 46.00 psf Job Name: 'Iwael TC Dead 17.00 psf Truss I®: A4 Qty: I ®rw : (;VU3U-51 uu'r-ova EM X -ICC MZ Cr SIZE M32'D TC 2x6 DFL, #2 L+�b bracing at eadi lecatia-i s)7aAn. ® 01) 'Itis design lased on chard bracing applied the 1 1- 4-12 1274 3.50 ,1.50" 2x4 M #1 & Btr. 3-6 Sa st�n�'- =,��ls ('I?t01087001-0. per o.c. to 2 26- 1- 4 1747 3.50" 1.50 13` 2x4 DFL #1 & Btr. plating ec sp: PMI/TPI - 1995 nuc - 3- 7 27- 4- 8 'IC 24.00" 11- 3- 3 37- 4- 4 647 3.50" 1.50" LEB 2x4 EEL STPJ '� I1 MS 31(N IS UECCP1P SrIE RESf.1LT OF 'This truss is designed using the TC FICKE AXL WD CSI PLATE VAIIBS FER I(BD RFS' *KH REPCFU #1607. Ir_eded for 10 PSF 173'1-camurrient. BOLL. n LTIPiE LOAD (7Asm- BgnpII FBjjI1,DWI5 shorn are based cmff LDC -97 Code. 1-2 -1140 .00 .14 .14 Mari- all interior�rg locations. on the truss mater -i=1 at eadi bearing. Bldg F17`lose3 = Yes T1vss Location = Furl Za'je 2-3 -1034 .00 .14 .14 Iha inage nest be provided to avoid ponding. Install interior (s) befoLe erectial. 61 bacirg attadnel Ilarnicala /C1x�n Lire = Nc , EV Cathy = B 3-4 4-5 -699 -368 Ol .31 .32 PlATIlQ BASED IN C 2FEPT LLP�R VAII3S. Ehd vertICals designed for a>oial loads only. ]x4 min. ar>tinuaa�s� to flat 'IC',I-Lase imitated w/ 2-10d nails Bldg let-lgffi = 90.00 ft, Bldg Width = 40.00 $ 5-6 116 .00 .01 .31 .29 .32 .31 Ecteisirns above or b--Ic + thp- doss profile each. Luna er rust be structural grade. pie -m-1 root I-ai j>L- = 25.01 ft, nph = 80 LBC Standara Coo Dead Load = 27.0 psf 6-7 -198 .00 .14 .14 (if ana�'nyy) recluse additional ccnsideratian Brace Q 24" o.c. unless IY-ted d3�rise. px-nry, 7-8 -440 -00 .14 .14 (by c*hers) far h�riz. loads on tle bldg. BC FCR(E AXI, BND CSI 9-10 412 .00 .13 .13 10-11 849 .09 .19 .28 11-12 707 .08 .21 .29 12-13 695 .08 .21 .29 13-14 695 .08 .12 .20 14-15 356 .04 .12 .17 15-16 251 .00 .11 .12 16-17 526 .03 .16 .19 17-18 -412 .00 .16 .16 LWM-1F aKE CSI FCRCE CSI 4-7-3 5-6-5 5-4-0� 5-5-15 5-2-1 5-6-5 4-7-3 _ 1-10 227 857 .35 5V14 5-15 692 -1144 .28 .81 4-7-3 10-1-8 a t '15-5-8 20-1.1-7 26-1-8 31-7-1.3 36-3-0 2-10 -135 .06 6-35 -593 .36 10-E-7 10-0-7 2-11 -301 .25 6-16 336 .14 1 2 3 4 5 6 7 8 3-11 3-12 348 -221 .14 .18 7-16 7-17 -389 161 .33 .07 Fl -o.00 16-0-0 4-12 307 .11 8-17 294 .12 - -10.00 4-14 -656 .52 8-18 -603 .07 MAX EU=CN (span) - L/999 IN MEM 11-12 (LIVE) 1- -.03" D= -.05" '1- -.08" = Joint Locations - 1 0- 0- 0 10 4- 7- 3 2 4- 7- 3 31 9- 4-12 3 10- 1- 8 12 15- 5- 8 4 15- 5- 8 13 18- 9- 0 5 20-11- 7 14 20-11- 7 6 26- 1- 8 15 24-10- 4 7 31- 7-13 16 26-10- 4 8 36- 3- 0 17 31- 7-13 9 0= 0- 0 18 36- 3- 0 TRUSWAL SYSTEMS 4445 Northpark Dr., Colo Springs, CO 80907 Tp5.0 Version T6.3.1 1-3-0 i STU11 9 .1.0 11 12 13 14 15 16 4-7-3 4-9-9 i 6-0-1.2� 5-5-15 3-10-13� 6-9-9 4-7-3 9-4-12 15-5-8 20-11-7 24-16-4 31-7-:13 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 ga.), or "MX"(TWP1X 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift cable stud Dlates to avoid overlap with structural plates (or sta ].-31-3-(-)- 17 l8 STUB 4-7-3 � 36-3-0 OVER 3 SUPPORTS WAl NI!VU Read all notes on this sheet and give a eohv of it to the 1_%rectin.- Contractor. ]'his design is for an individual building component not unrss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and APPA design smnivds. No responsibility is assumed for dimensiowd accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. Tho building designer must ascertain than the toads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord is latctally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless oihenvise noted. Bracing shown is for Lateral support of components members only to reduce buckling length. ']'his component shall not be placed in any environment that will cause the moisture concent of the wood to exceed 194 :rad/or cause connector plate corrosion. Fabricate, handle, hnstall and brace this truss in accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/1'111 1', *WTCA F - Wood Truss Council of America Standard Design Responsibitilies, 'HANDLING INSTALLING AND BRACENG METAL Pl ATE CONNEC'T'ED \SNOOD TRUSSES' - (HIB -91) and 'MIB -91 SUMMARY SHEE]" by TPI. 'rhe Truss Phte Institute (TPl) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (APPA) is located at 1111 19th Slee[, NW, Ste 800, Washington, DC 20036. TBF: 150.7 WT:374 # Chk: Dsgnr: me #LC = 16 e?\pFESS/p�� 't LJ __jPV O. C598 M cc- Exp. 2/31/05 T' OF CAOrt� TC Live 16.00 psf TC Dead 17.00 psf BC Live .00 psf BC Dead 13.00 psf TOTAL 46.00 psf 2/2®/2®®3 Scale: 1/8" = 1' WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Ddl Ratio: W360 TC: LV480 Job Name: jlwael Truss I®: A5 Qty: 1 ®rw : ` UU-) 3 i V'U'r-WO E9r3 X -10C REACT SIZE REQ'D TC 2x6 LFT., #2 WzU bracitrJ suis l at eadi loc .tiny sha n. al -ds aes Lqsa3 on d>oed bx� implied 1 1- 4-12 1289 3.50" 1-50" 2x4 LIFL, #1 & Btr. 3-6 ® S� starl�l:rl ails (TX01087001-001) . per tl-e j sdraxlrle: 2 26- 6- 4 1764 3.50" 1.51" DC 2x4 DFL, #1 & Btr. Plating sic : ANSVIPI - 1995 MMC O.C. frau to signed using the 3 37- 4- 4 620 3.50" " 6 1.50,M 2x4 DFL S7P1� THISTA LE31(v IS E a1GOSPIE RESULT OF a2esi 71- 3- 7 27- 4- 8 ATR VAS.LLS FFR ICJ30 RESFAItC'I-I RE=#1607. PIULTTPLE LAD Com. 'Thiss truss is d W 'IC FORCE AXI, EIM CSI Traded for 10 PSF =-i-coriozrent MI - BLAARI RE]LI I --Ogrs sho n are based ONLY UBC -97 C.bde. 1-2 -1157 .00 .14 .14 Marie all interior bearaxxj lacatiazs. a-, the truss nateinal at eadi bar rr3. Bldg EYlclosed = Yes 2-3 -1054 .00 .14 .14 ID: -aha nest be provided to avoid paYlirg. Install interior (s) bef-----ti-- Truss LomtiaZ = End 2ra� 3-4 -723 .01 .31 _ RATING ATIN CN BASED MEN UIYMR VAUMS. ] min. eottiitauus ateral lnaeirg attad-d Iiuzr.cane/ooaan Lite = No , Exp Category ' B 4-5 -402 .00 .31 .31 End verticals designed for axial lids only. to flat- TC %4 -.me in3icate3 w/ 2-10d rails Bld7 I���h = 90.00 ft, Blcld Width = 40.00 ft 5-6 120 .01 .29 .30 Pxteisia-is above cr below the truss profile eadi. Lwi:euce r must he structural grade. Plean root 1eight = 25.01 ft, n01 = 80 6-7 -178 .00 .15 .15(lfa13y) requixe, additional onzside at-i.at. BLmoe, O 24" o.c. unless rrted cthierw se. LEC Stal-a C> d apia: , Dead Load = 27.0 psf 7-8 -410 .00 .15 .15 �cthers) far hariz. loads on the bldg. BC FCRCE AM IM CSI 9-10 412 .00 .13 .13 10-11 854 .09 .19 .29 11-12 722 .08 .21 .29 12-13 721 .08 .21 .29 13-14 721 .08 .13 .21 14-15 390 .05 .14 .18 15-16 234 .00 .14 .14 16-17 511 .03 .3.6 .18 17-18 -412 .00 .16 .16 1EB FmCE CBI PEB FCSI 4.7.3 5-6-5 5-4-0 5-5-15 5-2-1. 5-6-5 4-7-3 1-9 -1242 .14 5-14 686 .28 -� --i 1-10 871 .35 5-15 -1151 .84 4-7-3 10-1-8 15-5-8 20-11-7 26-1-S 31-7-13 36-3-0 2-10 -139 .06 6-15 -601 .3710_0_7 1(1_0_7 2-11 -299 .25 6-16 322 .13 1 2 3 4 5 6 7 $ 3-31 346 .14 7-16 -394 .33 3-12 -214 .43 7-17 170 .07 16-0-0 t -11 4-12 300 .11 8-17 271 .11 10.00 4-14 -637 .51 8-18 -576 .07 MX LEI:LE]✓LTCN ( 2. �- L/999 IN MEM U-12(LIW) S 44 1F -.03" D= -.05" T= - O8" = Joint Lincatials 1 0- 0- 0 10 4- 7- 3 4 4 4-4 2 4- 1- 3 11 9- 4-12 3 10- 1- 8 12 15- 5- 0 10-0-4 111-4-3 4 15- 5- 8 13 18- 9- 0 6 26- 1- 8 15 25- 3- 4 4_4 7 31- 7-13 16 26-10- 4 3-6 8 36- 3- 0 17 31- 7-13 9 0- 0- 0 18 36- 3- 0 I1-7-15 I1-7-15 (U3`w�' 3-4 2.5-4 2.5-4 S=3-qq 2.5-4 I U! No. (' 4598 fi m 2-3 2.5-4 2.5 4 2-3 to I --j m �2.5-4 { r;� Exp. 12/31/0 2.3.4 � 1,7 0 10 -Al �r 1-3-0 36-3-0 1-� 3-0 ; O,` C?;J� STUB 9 10 11 12 1.3 14 15 '16 17 18 STUN 4-7-3 4-9-9 6-0-12 5-5-15 4-3-13 6-4-9 4-7-3 4-7-3 9-4-12 15-5-8 20-1:1-7 25-3-4 31-7-13 36-3-0 T2/20/2003 ruswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), OVER 3 SUPPORTS H"(16 ga.), or "MX"(TWP•IX 20 ga.), positioned per Joint Details Report. Scale: 1/8" = 1' Circled plates'and false frame plates are positioned as shown above. Sl,i ff-. rrahl p af-... I rml nt.pa to avni d overl_au with structural. plates (or staple) _ ____--_-- WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individwil building component not utss system. It has been based on specifications provided by the component manufacturer and done in accordance with (lie current versions of TPI and AFPA design standards. No responsibilill is assumed for dimensional accuracy. Dimensions are to be KB ®RCAL verified mby the component manufacnver amdlor building designer prior w fabrication. The building designer nnusi ascertain drat the loads utilized on this design eet or exceed the loading imposed by the local building code and the parlicuLn• application. The design assumes that the top chord is latemlly braced by the roof or floor sheathing and the bonom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shill not be placed in any environment that TRUSWAL SYSTE1,1S will cause the moisture content of One wood to exceed 19% andlor cause connector plate corrosion. Fabricate, handle, install and brace this Doss in 4445 Northpark Dr., Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAII-S', by 1'mswal, 'ANSI/TPI 1', 'WTCA F - Wood Taiss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND 131ZACING METAL PLA'T'E CONNECTED WOOD TRUSSES' - (1-1113-71) and 1HI13-91 SUMMARY SHEET' by TPI. The Tniss Plate hlstimte (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsu153719. The American Forest and Tp5. 0 Version T6.3.1 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC ^_11036. TBF: 150.7 WT:375 # Chk: Dsgnr: me #LC = 16 TC Live 16.00 psf TC Dead 17.00 psf BC Live .00 psf BC Dead 13.00 psf TOTAL 46.00 psf WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep b1br Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 D f Ratio: LJ360 TC: L/480 lob Name: ilwael "truss I®: A6 Qty: 5 Drwwg: LUUJU.5I UU"t-vii � IM X -LOC MhLT SIZE FO,2'D 7C 2x6 DFL #2 1 1- 8- 0 1230 3.50" 1.50" 2x4 DFL #1 & Btr. 3-6 2 27-10-4 1602 3.50 1.50 BC 2x4 EFL #1 & Btr. 3 37- 4- 4 633 3.50" 1.50" WEB 2x4 EFL SIAMARD Btu R*KER hum .13 PLATE VALIES PER ICBG RE MV;KH REIi%II' #1607 1 HMG1F .01 Lc do fc>r 10 FSF rnah-asaan-rent BOLL. Hill:a are not designed fcr 4-5 Aiar:ic all intericrc rarg locations. h myz`ortal. loads. .31 ID -alma mast- be provided to avoid prn3ilg. SEE S]MPSCN CAMOG -641 PLAT1ri; HASID (N GMI IIM3FR VALLES. FCR AMrrlCML IDbTALiA'ITCN NMS End verticals designed for a>dal loads only TC FmM AM EM CSI 1-2 -1199 .00 .33 .13 2-3 -1158, .00 .13 .13 3-4 -882 .01 .31 .32 4-5 -641 .01 .31 .31 5-6 -641 .01 .27 .28 6-7 -181 .00 .18 -18 7-8 -424 .00 .18 .18 BC FCS AM EM CSI 9-10 -407 .00 .13 .13 3.0-11 878 .10 .19 -29 U-12 810 .09 .19 .28 12-13 881 -10 .1.8 .28 13-14 881 .10 .17 -27 14-15 183 .00 .22 .23 15-16 467 .03 .22 -25 16-17 407 .00 -13 .13 WEB FLRCE CSI WM FCRM CSI 1-9 -1186 .14 5-14 -366 .22 1-10 931 .38 6-14 1.101 .45 2-10 -214 .09 6-15 -1211 .74 2-11 -264 .23 7-15 -405 .36 3-11 311 .13 7-16 146 .06 3-12 -154 .31 8-16 286 -32 4-12 242 .08 8-17 -586 .07 4-14 -486 .38 MAX rIEFLIXTIM (qah) L/999 IN MEM n-12 (LIVE) SF -.03" D= -.05" T= -.07" = Joint Locaticm = 1 0- 0- 0 10 4- 3-15 2 4- 3-15 11 9- 4- 8 3 9-10- 4 12 15- 2- 4 4 15- 2- 4 13 18- 5-12 5 20- 6- 4 14 20- 6- 4 6 25-10- 4 15 26- 4- 0 7 31- 4- 9 16 31- 4- 9 8 35-11-12 17 35-31-12 9 0- 0- 0 TRUSWAL SYSTEMS 4445 Norlbpark Dr., Coto Springs, CO 80907 Tp5.0 Version T6.3.1 E3telsi.aas above or below the truss profile (if s�zhadditional onsideratiaz (by efiz. lmds az the bldg. ®W�a lnacir�g r-�uis�d at each locatiah sh:)An. see staizlatd c�. 'ls (7x01087001-001). Platirtg spec : AMI/IPI - 1995 THIS MIG N IS THE 0:140STTE REsulff OF NLL77PLE MAD a*23. BE71RIEE RE1LU� shoal are basad C KY ah the truss mat--erial at each bearing. Install intaasor (s) before erection. Ix4 illi n. caituaaats lateral hracirg aL-tadul to flat TC theme indicated a/ 2-10.3 nails each. Lumex nest be structural gracle. Brace Q 24" o.c. unless Ibted otl-�-i1✓ise. -HAM t AT LEFT END (if specified) is to be installed per Silnpsah spacifi cathav and is desigried based ah the tollowig criteria for tl-,-- sLwpor irg gam is 2 PLY, 2>: 6, sa asp is as chord shoAn on this drawing. 4-3-15 5-6-5 5-4-0 5-4-0 5-4-0 5-6-5 4-7-3 4-3-15 9-10-4 15-2-4 20-6-4 25-10-4 3.1-4-9 35-11-12 9-9-3 10-0-7- 1 2 3 4 5 6 7 8 l� i 16-0-0 1 -10.001 This desi� h based on chord bracing applied per the follawirag scim&de: nax O.C. from to TC 24-00" 11- 3- 7 27- 4- 8 'flus truss is designed using the IBC -97 Gula. Bldg Da1osed = Yes Maists Locatiai = aid Zcne Rn-jacm-e/ooean Litle = 130 , E�p Categciry = B Bldg LaTjrh = 90.00 ft, Bldg Width = 4 0. 00 ft Mean roof height = 25.01 ft, nph = 80 UBC Standard Ckz%Aaaacy, Aad Load = 27.0 psf 35-11-12 1-6-4 r 1-30 STUB 9 10 11 12 13 14 15 16 17 STUB 4-3-15 5-0-9 5-9-12 5-4-0 5-9-12 5-0-9 4-7-3 4-3-15 9-4-8 15-2-4 20-6-4 26-4-0 31-4-9 35-11.42 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), OVER 3 SUPPORTS "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 qable stud Elates to avoid overla with structural Tates (or eta le) WARNING Read all notes on this sheet and give a col�v Qf it to the Erectilla Contractor TBF: 143. This design is for an individual building component not anus system. It has been based on specifications provided by the component m:mufacnirer and done Clilc: in accordance with the current versions of'rPi and AFM design stand irds. No responsibility is assumed for dimensional acauacy. Dimensions ore w be Dsgnr: IDC mn verified by the component aufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local build'ung code and the ptuiictibr appliewion. Tho design assumes that the top chord is laterally TC Live braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of cmnponents members only to reduce buckling length. This component stall not be pLiced in any environment drat TC Dead will cause the moisture content of the wood to exceed 1970 and/or cause connector plate corrosion. Fabricate, handle, install and brace this n'ltss in BC Live accordance with the follotving standards: 'JOINT DETAILS', by Tntswal, 'ANSI/T111 1', 'WTCA I'- Wood Tmss Council of America St:mtlard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -9'L) and 'HIB -91 BC Dead SUMMARY SHEET' by TPJ. The Tntss Plate Instihne (TPI) is locnied at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located it 1111 19111 Street, MV, Ste 500, \Vashi ngtom, DC 2(.1036. TOTAL %Q pFLSS/o/?i, � No. C 4598 M Exp.. 2/31/CS 01FCA1 2/2®/2®®3 Scale: 1/8" = 1' 3 WT:353 # WO: JLWAEL Custrmrer Name: #LC = 16 da 16.00 psf DurFacs L=1.2S P=1.15 17.00 psf Rep h9ar Bnd 1.15 .00 psf O.C.Spacing 2- 0- 0 13.00 psf Design Spec UBC -97 46.00 psf Ddl Ratio: L/360 7C: L/480 job Nage: 11wael Truss 1®: B 9 Qty: I ®rw : LUU,3UD I uv -r -vv® IM X -LOC RULT SIZE REX)'D TC 2n6 rFL #2 Plating spec : ADbI/TPI - 1995 This is desIT-3 using the truss 1 0- 1-12 828 3.50 1.50, BC 2.4 EFL #1 & Btr. uffs EEsic Q IS nE CT-jIE rm R03LLT OF UPC -97 Ctde. B1 L-hcic�l = Yes 2 17-10- 4 981 3.50" 1.50" DAB 2x4 M SI3gCARD PLATE VALUES PER ICBG REMMKH REFaU #1607- � , Rq;rJ�II2II`�I'S shoal are based CrXY 1i�s anLozat-e = ne Z� _ = B �t�/ gw '1C FUKE AXL BM CSI Loadad for 10 PSF rrn-ca-current BOLL. ai the truss t aterial at eadl Jxariari. HA'ITI� msm CN azEEN uPI m vAUFS. ii 4 Bldg Les�i = 90.00 ft, Bldg Width = 40.00 ft 0 , 1-2 -2405 .03 .30 .33 TC Live 16.00 psf braced by the roof or floor sheuhing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise. noted. Iii root 1e4t: = 25 .05 ft, nph = 80 2-3 -1555 .02 .25 .27 . will cause the nioismre contenr of the wood to exceed 199 and/or cause COmleCfor plate corrosion. Fabricate, handle, install and brace this muss in L13C Standard Ooa4? <ry, Dad Ir ad = 27.0 psf 3-4 -2415 .03 .29 .32 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECI'i?D WOOD TRUSSES' - (H18-91) and 11110-91 BC Dead 13.00 psf BC FC%£ AXL BND CSI Paper Association (APPA) is located at 1111 19th Street, N\\', Ste 800, Washington, DC 20036. TOTAL 46.00 psf S-6 2289 .26 .27 .53 6-7 2311 .27 .14 .41 - 7-8 1.190 .15 -16 .31 8-9 2086 .20 .37 .57 VM FCRM CSI WB FAKE CSI 2-6 104 .04 3-7 619 .21 2-7 -900 -50 3-8 1747 .67 WX 1FBI=CN (epan) L/999 INPEM 6-7 (LIVE) L --10" D= -.18" 716 -.28" = Joint T-t-io> 5-11-12 5-4-12 6-7-8 1 0- 0- 0 6 5-31-12 2 5-11-12 7 11- 4- 8 5-11-:12 11-4-8 3 11- 4- 8 8 32- 4-31 I1-4-21 6-7-�i 4 18- 0- 0 9 18- 0- 0 1 2 r 3 4 5 0- 0- 0 Flo.00 -10.00 K 1 'No 0 ORCAL TRUSWAL SYST MS 4445 Northpark 1)r., Colo Springa, CO 80907 Tp5.0 Version T6.3.1 3-6 v_i A 0_ g 7.00 1 -7.00 0-3-8 r 17-1-3 -i 5-3-.13 10-1-3 0-7-7 S 11N 3-11-7 l .�� No. 4588 r LU I -J E; 0�-t FX - 12/31!05/ 5 6 7 8 9 5-115-1112 ,, 5-4-12 6-7-8 Truswal Systems Plates are 20541_:12anless slloCS by 1118"(181§�rQ, "H"(16 ga.), or "MX"(TWPIX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud Blates to avoid overlay with structural later or stn le). WARNING Real all notes on this sheet and ,g7Ve a f D copy It to the EreCt(lh Contractor TBF: 53.3 WT: 132 # This design is for ani individtml building component not moss system. It has been based on specincalions provided by the component rreuutfacmrer and done Chk: in accordance with the current versions of ,rPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions arc to be Dsgnr: me #LC = 14 verified by the component marn(facntrer and/or building designer prior to fabrication. 1•he building designer mus( asceruiri Ihat the loads milized on this design meet or exceed the loading imposed by the local building code and the pail icolar application. The design assumes dna the lop chord is laterally TC Live 16.00 psf braced by the roof or floor sheuhing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise. noted. TC Dead 1700 of P Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that . will cause the nioismre contenr of the wood to exceed 199 and/or cause COmleCfor plate corrosion. Fabricate, handle, install and brace this muss in BC Live .00 psf accordance wilh the following standards: 'JOINT DETAILS', by Troswal, 'ANSJITPI 1',.'WTCA 1' - Wood Tniss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECI'i?D WOOD TRUSSES' - (H18-91) and 11110-91 BC Dead 13.00 psf SUMMARY SHEET' by TNI. The'rnnss Plate I» stimte (1111) is located at 583 D'Onofiio Drive, Madison, Wisconsht 53719. The American Forest and Paper Association (APPA) is located at 1111 19th Street, N\\', Ste 800, Washington, DC 20036. TOTAL 46.00 psf si C i `l �- �°V�� �� OF Ci,��%� 2/2®/2®®3 Scale: 5/32" = 1' wO: JLwAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep I&r Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Ldl Ratio: W360 TC: L/480 job Name: jlwael - 'Truss I®: C Qty: 1 ®rw : LUUJUD I UU1r-aw7 EM X -LOC RFACT SIZE RD21D 'IC 2x4 DFL #1 & Btr. 4�b brad at earl locatiaz sha i. This deli basad rn trod lacing applied 1 0- 1-12 2336 3.50" 2.49" 216 DFL #2 1-2 ® See standard =ails (TX01087001-001). per the ollo✓ilrl sc3 tie: 2 25- 9- 7 2300 1.88" 1.88" BC 2x4 DFL #1 & Btr. Plating spec : AMI/I'PI - 1995 )lac o.c. fru» to BM 1 'P: VII 21.4 DFL S1111CAM THIS LESION IS 7HE CJqEC6rM RESCLT OP TC 24.00" 5-10-15 25-10- 6 BM TYPE FACES NAILS Laim 2x4 EEL #1 & Btr. 13-7 D11,rnPLE LCAD CASE5. 11ais truss is designed using the 2 HER 1 9 12" SCAB 2x4 DFL #1 & Btr. EEAR-UL P92JIIOEM sho a are based CNLY UBC -97 Cb3e. PLATE VA= FM ICBJ RESET1 KH RECD' #1607. cli the truss ncaterial at each b -m ting. Bldg E c :sed = Yds TC Fa fM AXI, )SID CSI Dl:ai.11age mast be provided to avoid pa -Ah Loaded fclr 10 1SF rrn� n�-ent' BaL. Truss Laaticn = EYA Zcne 1-2 -2894 .06 .38 .44 1x4 nun. cuatirucuS lateral bracing attat�i=cl Permanent h]aci]rJ is i�tired (Ly other) to Iinric�>`/Cbea� Line = No , IT Cat-Jm"Y = B 2-3 -2186 .08 .56 .64 to flat TC Hdare indicated w/ 2-10d )rails prevaat a_rotatia'1/tcpprjX1g. Sea MB -91 and Bldg 1,el-g11 = 90.00 ft, Bldg Width = 40.00 ft 3-4 -3105 .16 .56 .72 each. IuTber must be structural grad. AI`BI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. r•1ean ]roof height = .22.77 ft, llph = 80 . 4-5 -3008 .15 .40 .55 Brace Q 24" o.c. unless noted otherwise. PLAMB BASED CN Cd2EM IIMBL•R VALUES. i1CC Standard Coalpai'ny, Dead Ind = 27.0 psf 5-6 -3008 .15 .63 .78 Beg. Block Reinforcirg (cross -hatch] area) Eur] verticals designed fa xcal..lcads only.----------LC1aD QX3E #1 EMICN 11ADS ---------------- 6-7 -2020 .07 .63 .69 attached to required face(s) of the truss EJd er3sirns above or below the truss profile Dir L. Plf L.Lo= R.Plf R.Irs UPTT• at th-- rioted surPart(s). Attach each block (ifat� ) recgure addi.tietal ccnsida atiat TC Vett 66.00 0- 0- 0 66.00 6- 0- 0 .48 BC FCRCE AXE, BND CSI with lod gnhmsl ]ails evenly spaced a>ci (}:ry d•1�ea:s) fm hor-i2. lords at tlr. bldg. TC Vert 127.19 6- 0- 0 127.19 25-10- 6 .48 8-9 2122 .28 .46 .74 staggered thruxgxzat. PC Vert 50.10 0- 0- 0 50.10 25-10- 6 .00 9-10 3096 .41 .18 .58 .Type... lbs X.Ioc LLn/`II., 10-11 3038 .40 .18 .57 TC Vert 128.1 6- 0- 0 1.00 11-12 3038 .40 .15 .55 TC Vert 136.1 6- 0- 0 .00 12-13 2094 .21 .31 .52 13-14 -119 .00 .31 .31 VEB FCRCE C31 VEB FCIR E CSI 2-9 1120 .46 6-12 1284 .52 3-9 -1279 .78 6-13 -1641 .65 5-9-14 44-10_06 5-0-2 5-0-2 5-15- -14 3-10 313 .13 7-13 2787 .37 4-10 . 93 .04 7-14 -2195 .87 5-9-14 10-8-4 15-8-6 20-8-8 25-10-6 4-12 -662 .26 5-10-1.5 MAX DEFL=CN (span) 1 2 3 4 5 6 7 L/999 IN MEM 10-11 (LIVE)1.9-10-6 LF -.08" Ek -.15" T- -.22" F 110 00 26aa Joint Iocati.azs = 1 0- 0- 0 8 0- 0- o g 4- J.5-4 S = 3- 4- 6-6 2 0- 9=14 9 5- 9=14 3 10- 8- 4 10 10- 8- 4 4 15- 8- 6 11 14- 0- 0 5 17- 9-14 12 15- 8- 6 7 25-10- 6 14 25-10- 6 5-6-8 5-0 -4 t6-10-15 e?�OFESS/c,Z 5 6 HIP IO -7-7 4-4 2.5-4 S=4-6 4-4 6-6 / /�p. 2.5-4 co t N . C 45 82 E' P. 12/31 C1V\`' 1r� 25-10-6 ,� GF CAA 3 8 9 10 11 12 13 14 Scale: 3/16" = 1' 55-944 4-10-6 I 5-0-2 5-0-2 5-1-144 WO: JLWAEL 5-9-14 10-8-4 15-8-6 20-8-8 25-10-6 #LC = 14 Truswal Systems Plates are 20 ga. unless shown by "1811(18 ga.), 16.00 psf DurFacs L=1.25 P=1.15 H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Rep Mbr Bnri 1.00 .00 psf Circled plates and false frame plates are positioned as shown above. 13.00 psf Design Spec UBC -97 Shift able stud glates to avoid overlaE with structural 121ates (or sta le). 11✓fl Ratio: L4/360 TC: W480 46.00 pat WAWING Read all notes onn this sheet and give a copy of it to the Ereetin, Contractor TBF: 81 This design is for an individnal building component not (mss system. It has been based on specifications provided by the component manufacturer and done �: in, accordance with the current versions of TPI and APPA design standLards. No responsibility is assumed for dimensiotual accuracy Dimensions arc to be Dsgnr: m= ��� ®���� verified by the component manufacturer and/or build'ung designer prior w fabrication. The buiid'uhg designer must ascertain that the loads utilized on this design meet or exceed rhe loading imposed by the local build'ung code and the panicohr application. The design assumes dint the top chord is hderally TC Live braced by the roof or floor sheathing mid the bottom chord is laterally braced by a rigid sheathing material directly' anached, unless otherwise noted. Br -acing shown is for Lateral support of components members only to reduce buckling length. This component sluall not be pLdced in any environment Ito TC Dead TRUSWAL SYSTEMS will curse the moisture content of the wood to exceed 19% and/or cause connector pLve corrosion. rabricate, handle, install and brace this truss in BC Live 4445 NorWpuk Dr.. Colo Springs, CO 80907 accordance with the following standards: 'JOINT' DETAILS', by Tnlswal, 'AN'SIITPI 1', 'WTCA'I' - Mood Tnrss Council of America Standard Design Responsibilities, 'HANDLING INS'T'ALLING AND BRACING METAL. PLATE CONNECTED WOOD TRUSSES' - (Ills -91) and '1110-91 BC Dead SUMMARY SHEET' by TPI. The'I•ntss Plme Inslimte ('rpt) is located at 583 D'Onofriu Drive, Madison, Wisconsin 53719. The Atnericmh Forest and Tp5.0 Version T6.3.1 Paper Association (APPA) is located at 1111 19th Street, Mot, Ste 800, Washington, DC 2(1)36. TOTAL 3 2/2®/2®®3 Scale: 3/16" = 1' WT:200 # WO: JLWAEL Customer Name: #LC = 14 da 16.00 psf DurFacs L=1.25 P=1.15 17.00 psf Rep Mbr Bnri 1.00 .00 psf O.C.Spacing 2- 0- 0 13.00 psf Design Spec UBC -97 11✓fl Ratio: L4/360 TC: W480 46.00 pat Job )dame: 11wael CSI Truss I®: C9 Qty: t ®rw : C;®Usu51 uu'r-u 1 U SRR 1 X -IDC 0- RJ31CP SIZE RIQ-D 3.50 'IC 2xG EFL #2 D[L #1 & Btr. 2-5 location sladi. See standard tails (TX01087001-001). 'This dpi � based an d -d ]racing applj-ed per tl>` f 0, drag sd-jaa e: 2 1-12 25- 9- 7 1347 1.50" 1186 1.88" 1.50" 2x4 BC 2x4 DFL 41 & Btr. Plating- spec : AMI/`I'PI - 1995 nax O.C. firtn to 7-10-15 25-10- 6 4-8 438 .18 TBF: 83. VES 2>A DFL S7AuRD cans D35ICN IS THE OcIvLMI'I•E RESILT OF IC 24.00" This truss is designed using tha TC 1-2 FCRCE -1454 AXL EM CSI P1AT8 VAI1E5 FIER ICBG RESEARCH RELi%T #1607. Loader) for 10 PSF non-actxun.,ent BCTI - V=RE ICAD C7.SES. EEPRII\G RE2JIRBvENIS slymn are based QALY LBC -97 axle: 2-3. 3-4 -1017 -1210 .00 .33 .33 .02 .32 .34 Drainage nest be provided to avoid parlirg. PIATIM BASED Clb QZMN LLMKR \M a, the titins nsterial at eadz bearing. 1x4 min. caitixnoas Literal ImmC; 9 attad'3ed Bldg Elrlosed = Yes 'truss location = and 2aIe 4-5 -891 .02 .40 .42 .01 .40 .41 -W. E7d veLticals designed for axial loads only. to flat TC t iere indicated w/ 2-10d nails be Hinrrica-le/Ccean Line = Ibc&p Category y = B Bldg Tja-dj h = 90.00 ft Bldg Flidth = 40.00 ft BC FCP.CE AXL SM CSI Extensions above or helad the truss profile (if -ry) xseµ. additiaal consideratiaz ead . Iimtixs nest str nix al glade. Race a 24" o.c. unless rrted et1-_u,%,use. P'>�il� root light = 23.61 fl-, nph = 80 6-7 1000 .71 .28 .39 (by oc s for 1I=_ loads on tie bldg. Paper Association (APPA) is located nt 1111 L911n Street, NW, Ste 800, Washington, DC: 20036. LJ� Starrlard Ckxz parry, Dead Load = 27.0 psf 7-8 1216 .14 .28 .42 8-9 975 .10 .18 .28 9-10 915 .10 .27 .37 10-U -166 .00 .27 .27 ,on FCRCE CSI N&B bRIZE CSI 2-7 495 .20 4-10 -775 .56 3-7 -295 .16 S-10 1304 .53 3-8 -183 .13 5-11 -1121 .81 4-8 438 .18 TBF: 83. DeR Ratio: W360 TC: 11/480 MX LEF1E) TICN (spam) �: W999 IN MEM 6-7 (LIVE) K� ®® ��� LF -.04" D= -.07" 'IS -.3-111 �`F� = Joint. T tet-; rr a 1 0- 0- 0 7 7- 9-14 2 7- 9-14 8 33- 8- 5 3 13- 8- S 9 16- 0- 0 4 19- 8- 7 10 19- 8- 7 5 25-10- 6 11 25-10- 6 6 0- 0- 0 7-2-8 I0-7-7 7-9-1.4 t 7-9-14 7-10-15 11 17 1p 0 r 5-10-7 6-0-3 13-8-5 19-8-7 3 J 6-1-15 25-10-6-10-6 5 . t 6-8-4 3 6 7 s 9 10 �<. 7-9-ia 5-10-7 6-0-3 1 6-1- smss -, No. ruswal Systems Plates are7&]41a. unless s8r5by "18" (18 gd9)8-7 25-10-6 1� Exp H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. da 16.00 psf Circled plates and false frame plates are positioned as shown above. �atl V 7k 1r Shift Elable stud 12lates to avoid overdo with structural latex (or stn le) O.C.Spaci.ng 2- 0- 0 13.00 psf WAMING Rend all notes on this sheet and give a Copy of It to the Erecting Contractor. TBF: 83. DeR Ratio: W360 TC: 11/480 This design is for an individual building component not cuss system. It ILI' been based on specitic:uions provided by the component m:mufacnurer and done �: in accordance with the current versions of TI'l and ABPA design standards. Nu responsibility is assumed for dimenslunnl accuincy. Dimensions are to be - Dagnr: me K� ®® ��� verified by the component tnanufaemrer and/ur buitd'ung designer prior to fabrication. The building designer must ascetlain thra the loads utilized on this �`F� design meet or exceed the loading imposed by the local building code and the par icuLtr applic:uion. The design assumes dim the top chord is L"tethlly TC Live braced by the roof or floor sheathing and the bottom chord is latecdly braced by a rieid shwihhtg nnateretl directly attached, unless otllenlvise noted. Bracing shown is for Literal support of components members only to reduce buckling lengdm. This component shall not be placed in any euvironmcm that TC Dead TRUSWAL SYSTEMS will cause the moisture content of the wood to exceed 1.9% and/or cause connector plate corrosion. Fabricate, handle, bnstall and brace this truss in BC Live 4445 Northpark Dr., Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS% by Trtswal, 'ANSI/TPI 1', 'WTCA F - Wood Tntss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND ERS.NG METAL PLATE CONNECTED WOOD TRUSSES' - (1-1113-91) and 'IIIb -91 CI BC Dead SUMMARY SH13131" by TPI. The Truss Pante Lmstinne (TPI) is locared at ,553 D'Onofrio Drive, Madison, Wisconsin 53719. The Americom Forest and TP5. 0 Version T6 .3 .1 Paper Association (APPA) is located nt 1111 L911n Street, NW, Ste 800, Washington, DC: 20036. TOTAL 3 �<. WT:2Q3 # No. 4508_; Exp 12/31 /OS, - da 16.00 psf DurFacs L=1.25 P=1.15 �atl V 7k 1r 3 2®2®e2®03 Scale: 3/16" = 1' WT:2Q3 # WO: JLWAEL Customer Name: #LC = 14 da 16.00 psf DurFacs L=1.25 P=1.15 17.00 psf Rep Mbr Bnd 1.15 .00 psf O.C.Spaci.ng 2- 0- 0 13.00 psf Design Spec UBC -97 DeR Ratio: W360 TC: 11/480 46.00 psf 'Job Name: jlwael FCRCE Truss I®: C2 Qty: 4 ®rw : LUUJUb l UU%-UI 131. 1 X -LOC 0- 1-12 REA= SIZE REQ'D 3.50" TC 2x6 DFL #2 FIe}a } µi.r.nx1 at eadl locatia-t shoal. ® 'Ibis deli based a1 clmxl bracing applied the 0111cwirg sd>�lale: 2 25- 9- 7 1347 1.50" 1186 1.88" 1.50" 2x4 DSI, #1 & Btr. 3-6 EC 2x4 DFL #1 & Btr. See star>da>ii-cL--tails (TX01087001-001) . Plating spec • ANSI/TPI - 1995 per Inax O.C. fort to 3-9 459 .19 6-12 1170 .48 Fm 2x4 DFL STAN ARD THIS LESIGN IS THE GMKO3IIE RESULT OF TC 24.00" 9-10-15 25-10- 6 TC RISE AXG BM CSI PLATE VA M PER ICBD RESEARCH REEaZT #1607. PUZIPLE LAID CASLS. 'This miss is designed usirg the 1-2 -1520 .01 .18 .20 1 xc1-d for 10 PSI" nosh-ccticurrertt DaI . BE74RI1\G h1El`SJIlTET7 M sham are based ONLY LEC -97 Code. 2-3 -1228 .00 .11 .12 Drainage mist he provided to avoid pal3irig. a1 the truss material. at earn hearing. 131.dg Eniclosed = Yes 3-4 -888 .01 .26 .28 RATRr, B SM CN G;EEN I77vIDER VAiLffS. 1-A mut. mttirtucus lateral la -acing attaded Truss Loatiai = End Zane 4-5 -934 .01 .31 .33 Ehd verticals designed for axial loads a11y. to flat TC ailese indicated w/ 2-10d nails lharicanEv/Ctean LL -e = No , Epp Cathy = B 5-6 -645 .01 .31 .32 E�,tensions above or below the truss profile ead1. lLvbal- nust he structual glade. Bldg laVd1 = 90.00 ft, Bldg Width = 40.00 ft (if �y ) re�'tre aclditirnal oansidmatiaz Btare Q 24" o.c. unless rimed cthuVrise. r%az1 roof freight = 24.44 ft, nph = 80 BC FUCE AXL, )� CSI by of irr for hx>riz. loads az the bldg. LBC Standard 0=43ancy, Dead Iaad = 27.0 paf 7-8 1075 .14 .15 .30 8-9 1074 .12 .17 .29 9-10 940 .11 .17 .27 10-11 663 .07 .16 .24 11-12 663 .07 .21 .28 12-13 213 .00 .21 .21 FEB FCRCE CSI VEB KKK CSI 2-8 170 .07 5-10 501 .20 2-9 -380 .26 5-12 -821 .94 3-9 459 .19 6-12 1170 .48 4-9 141 .06 6-13 -1127 .69 4-10 -286 .33 This design is for an individual building component not puss system. It has been based on specifications provided by the component manufacotrer and done Chk: MAX LEFLE)MC j (span) - 14/999 IN MEM 9-10 (LIVE) L -.03" D= -.05" T= -.08" = Joint Location = 1 0- 0- 0 . 8 5- 1-15 2 5- 1-15 9 9- 9-14 3 9- 9-14 10 3S- 0- 5 4 15- 0- 5 11 16- 0- 0 5 20- 4- 7 12 20- 4- 7 6 25-10- 6 13 25-10- 6 7 0-0-0 8-10-8 o'-7-7 5-1-15-i 4-7-10 -1 5-2-7 1 -4-3 -t 5-5-15 5-.1-15 9-9-14 15-0-5 20-4-7 25-1.0-6 9-10-15 tl 2 -3 4 5 6 110 00 15-1.0-6 8-4-4 �O�ESS/pk Yee ;��� Pdo. C 5382 m u-, rr Exp. 1 131/06 s�C I v � Cr 2/2®/2®®3 Scale: 5/32" = 1' 0 WT: 241 # WO: JLWAEL Customer Name: #LC = 14 da 16.00 psf DurFaca L=1.25 P=1.15 17.00 psf Rep Mir End 1.15 .00 psf O.C.Spacing 2- 0- 0 13.00 pef Design Spec UBC -97 46.00 psf DF11 Ratio: W360 TC: L/480 +L 25-10-6 .7 8 9 10 1.1. 12 13 5-1-1.5 4-7-15 5-2-7 5-4-3 5-5-15 t Truswal Systems Plates5 iii 20 ga.Mfillless showln-H�,5 "18" (Y8 44-7, 25-10-6 1111"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift crable stud i2lates to avoid overly with structural hates (or sta le) WARNING Read all notes on this sheet and give 11 Copy of it to the Erecting Contractor. TBF: 94. This design is for an individual building component not puss system. It has been based on specifications provided by the component manufacotrer and done Chk: in accordance with the current versions of TPI and AFPA design semdnrds. No responsibilipv is assumed for dimensional accuc,cy. Dimensions are to be KBI ® � � verified by the component mnuufacmrer and/or bit ildbig designer prior t0 fabrication. Tlne building designer must ascertain that the lauds utilized on this Dsgnr: me design meet or exceed the loading imposed by the focal building code in([ the particular application. Tho design assumes that the top chord is Lntetylly TC Live EzRsa braced by the roof or floor sheathing and the bottom chord is laterally binned by a rigid sheathing material directly attached, unless otherwise nutted. Bracing shonnm is for Lveral support of components members only to reduce buckling length. This component slmlt not be placed in any environment that TC Dead TRUSWAL SYSTEMS will cause the moisture content of the wood to exceed 19% and/or causc connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live 4445 Northpark Dr., Colo Spriogs. CO 80907 accordance with the following standards: 'JOINT DETAILS', by TnnsnusN, 'ANSI/TPI 1', 'WTCA F - Wood'I'mss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (11113-91) and 'lilB-91 BC Dead SUMMARY SHEET' by TP1. The Truss Plane Institute C111I) is located at 583 D'Onoftio'Drive, Madison, Wisconsin 53719. The American Forest and Tp5. 0 Version T6.3.1 Paper Association (APPA) is located at 1111 .19th Street, N11I, Ste 800, Washington, DC 20036. TOTAL �O�ESS/pk Yee ;��� Pdo. C 5382 m u-, rr Exp. 1 131/06 s�C I v � Cr 2/2®/2®®3 Scale: 5/32" = 1' 0 WT: 241 # WO: JLWAEL Customer Name: #LC = 14 da 16.00 psf DurFaca L=1.25 P=1.15 17.00 psf Rep Mir End 1.15 .00 psf O.C.Spacing 2- 0- 0 13.00 pef Design Spec UBC -97 46.00 psf DF11 Ratio: W360 TC: L/480 Job Blame: jlwael 'Truss I®: C3 Qty: 1 ®rw : C003051004-01 Z EM X -IOC REACT SI2E RII7'D 1 0- 2-12 3773 5.50" 4.02" TC 2>6 DFL #2 [>=b ba^aeiurj ed at each lccatiai slxxn ® This desigr1 basad az dyad bi-cdxg applied the follcwirg sdxeltl.e:- 2 25- 9- 7 1324 1.88" 1.50" 2x4 LFL #1 & Btr. 3-6 BC 2x8 DFL #2 See standaizl=tails (,X01087001-001). Platit'g spec : P1,BI/'IPI - 1995 per rasa' o.c. f1cm to Truswal Systems Plates&A6 20 ga.94jr$lless showbD-4)y5 "18" (18 2-9a4.-9, 25-1.0-6 4m 2x4 DFL S1;AMARD 'II -IIS L&SICN IS 7f1E CGTOSTTE I;L-. T OF Tl: 24.00" 9-10-15 25-10- 6 M FCRM AM BM GSI SCAB 2:0 DFL #2 M]CrTSPLE MAD CASES. This gauss is designed using the 1-2 -2482 .04 .46 .49 Iindxr• shear allo tables are per ISS -97. EE4PM\G RFI XTD2Q+'(EDII5 shop n are based ONLY U3C-97 QDd--. 2-3 -1613 .02 .23 .25 FIME VALUES FM ICB9 I RE= #1607. az the truss taterial at eadx hearing. Bldg E1r.1ased = Yes 3-4 -1174 .02 .30 .33 SCAB(s) (cross-hatd-ed area) to be sane size Loaded far 10 Par• tit-0.natrrall- Bal. Truss Locatiaz = Ehd ZaB 4-5 -11.37 .02 .36 .38 and grac?z as dxtrd to Ahich it is attadked. Dlahage mist be provid5] to avoid paldirg. aria-.cczi1e/o--L-m Lille = No , RT Categcny = B 5-6 -746 .01 .36 .37 Lbe 2 scabs (1 ea. face) if indicated. Lbe 10d nails Q 3" O.C. if F>J1imrent la-acmj isi 'ed (by ctllzi-s) to Bldg Leri = 90.00 ft, Bldg Width = 40.00 ft lje4lt 24.44 ft, = 80 BC EMM: 7-8 1889 AXL EIND CSI plus clusters sha,az. Do nots h scab unless noted other ise. -EQ Prevent i'ctaticn/t4}op . Sze HIB -91 ani Pmi/lrpI 1-3.995; 10.3.4.5 and 10.3.4.6. M m roof = nph LBC Standald 0.ugaatnV, D:.ad Load = 27.0 psf Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLA'T'E CONNECTED WOOD TRUSSES* - (1-1113-91) and 'FI10-9.1. .20 .69 .89 Amt BI.15ID CN GM 1112 R VALUES. 1x4 min. oxtiiaxzis lateral lnac=g attadiecl ----------LOAD CASE #1 LFSICU IC]ADS ---------------- 8-9 1877 .20 .39 .59 Ehd verticals design-nd fcr axial loads only. to flat TC Beene indicated w/ 2-10d nails Dir L.Plf L.L c R.Plf R.Loe 7r M 9-10 1146 10-11 .12 .07 .19 Eld-ersirns aLvve or below the truss profile each. Lunber nust be structural grade. TC Vert 66.00 0- 0- 0 66.00 25-10- 6 .48 768 U-12 768 .07 .06 .13 (if ananyy) iagaire additiaZal ca•lsideratiat (by for hxniz. Brace 24" o.e. unless toted.cthzitidse. BC Vert 26.00 0- 0- 0 26.00 25-10- 6 .00 .177 .06 .13 cul r8 loads on the bldg. ... Locc0 �lL 0 12-13 -209 .00 .08 .08 }.. Vert 2564 lX P EB FCRCE CSI WM FC RZE CSI 2-8 932 .38 5-10 673 .27 2-9 -1045 .65 5-12 -962 .70 3-9 694 ..28 6-12 1335 .54 4-9 233 .07 6-13 -1258 4-10 -410 .72 .43 5-4-5 4-5-9 5-2_ 7 5-4-3 5-5-1.5� Wx EEF=CN ( ) 5-4-5 9-9-1.4 15-0-5 20-4-7 25-10-6 L/999 TN MEM 7-8 (LIVE) 9-10-15 1- -.04" D= -.07" T= -.u" 1 2 3 4 5 6 - Joint Locations �0 :15-10-6 1 0- 0- 0 8 5- 4- 5 lr 0 ' 2 S- 4- 5 9 9- 9-14 3 9- 9-14 10 15- 0- 5 hj 2.� 4 2.5- 4-6 4 15- 0- 5 5 20- 4- 7 ll 16- 0- 0 32 20- 4- 7 ,a, 6 25-10- 6 13 25-10- 6 7 0- 0- 0 3-6 8-10-8 VZ b 4-4 10-2-15E ~\ r . �.pFS SHIPV11-:�' 4-6 10-7-7ZI 3-8 y. fir ��:ry 3-7 4-4 4-6 S=6-8 4-4 i R, t l No. 45982 �' m t rn 256411 � � l t y Exp. 12/31/06 � 'o)./ CI`f\L,���P �~ Cwt `F,' 2/20/2®03 Scale: 5/32" = 11 WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Dxfl Ratio: L/360 7C: L/480 25-10-6 t 7 8 9 1011 12 13 5-45-4 5 4-5-9 I -2-7. 5-4-3 5-5-:1.5 t Truswal Systems Plates&A6 20 ga.94jr$lless showbD-4)y5 "18" (18 2-9a4.-9, 25-1.0-6 H"(16 ga.) or "MX"(,rWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overla with structural lates.(or sta le). RNING Read all notes on this sheet and give a copy cif it to the F_recting Cont7-actor• T'BF: 118.7 WT: 306 # esign is for an hrdividual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chk: ordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are w be F ®� ® n d" A ® d by the component manufacturer and/or building designer prior to fabric lion. 1'he building de igner must ascartain that the loads utilised on this Ds gnr: me #LC = 14 meet or exceed the loading imposed by the local building code and the pnticular application. The design assumes that the top chord is literally TC Live 16.00 psf by the roof or floor sheathing and the bonom chord is Lneralh braced by a rigid sheathing material directly attached, unless otherwise noted. ' raeg shottgn is for lateral support of components members only to reduce buckling length. 'chis component shall not be placed in any environmcur that TC Dead 17.00 psf TRUSWAL SYSTEMS will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss hi BC Live psf 4445 NorthparL Dr., Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by Tnnstval, 'ANSIITI'l 1', '%V TCA V - Wood Truss Council of America Standard Design .00 ' Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLA'T'E CONNECTED WOOD TRUSSES* - (1-1113-91) and 'FI10-9.1. BC Dead 13.00 psf SUMMARY SFiCET' by'rPI. The Trus Phle Inslintic (TPP is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and TpS. 0 Version T6.3.1 Paper Association (APPA) is located at 1111 19th Street, M3', Ste Stan, Washington, DC 20036. TOTAL 46.00 psf 'o)./ CI`f\L,���P �~ Cwt `F,' 2/20/2®03 Scale: 5/32" = 11 WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Dxfl Ratio: L/360 7C: L/480 Job Marne: 'lwael Truss I®: C4 Qty: 2 ®rw :1LOWU51 Vug-v1.3 Btu X -LCC REACT SIZE REU D TC 2x6 DFL #2 4�]a beaev g repui red at each .location sho Az. This dsi based on d -d bi:--g applied 1 1-31- 0 1111 3.50" 1.50" 2x4 EFL lfl & Btr. 3-6 ® Sze statzlard =1. (7X01087001-001). per the fa110 ring sdieiale: 2 25- 9- 7 1105 1.88" 1.50" BC 2x4 EEL #1 & Btr. Plating spec - PILI/TPI - 1995 tax O.C. fzrni to Bid"'., H*IMR DALE WEi3 2x4 DFL SURD THIS LF5ICD1 IS 'II-lE 0017E RESULT CF TC 24.00" 9-3.0-15 25-10- 6 1 HJ267F PfAM VA= EER IBJ RESEARCH RIFT 91607. NE]L'PIPLE LMD CASES. ji-lis truss is claigi e1 unsirrT the Ids are n7t d icghed f� Icaded for 10 FSF mrconcu zit Bal EEppim RDTJIFENENIS sl-oAz are based ONLY LEC -97 Onda. krmza-,t<il loads. Dain gee nest be provided to avoid p-rdi -9. on t1te truss material at eadi baarixg. Bldg Elrlosed = Yes SEE SDR)RN CAM= PLAMr. BASED CN CREEN IIT9F4.72 VAI.LES. lx4 nun. orhtinucLus lateral bracing attached Truss Lmtiah FOR ALDITICNAL IISTRLLATTCN DAIES EYd verticals desiq-kxd for axial loads only. to flat 'IC Q-jz�m indicated w/ 2-10d roils autzicarie/Cre n Lu>✓ = Db ESp CategrnY = B i tesisiais above or balow the truss profile each. Lrnlb`r mist be structs al clr 0a. Bldg LaWidth h = 90.00 ft, Bldg Wid= 40.00 ft TC FCRiE AXL BND CSI ((if ��'11yy) lh tirz additio'ral cahsideratiah Bnace Q 24" o.c. unless n7ted otherwise. ne-an rro height = 24.44 ft, mph = 80 1-2 -962 .00 .09 .09 (by otllzrrs) fc>r hgiz. loads ai the blcY1. CPN; Z AT LEFT )SID (if specified) is to be LEC Stalxiarrl ozoA:,anoy, Lead Load = 27.0 psf 2-3 -1024 .00 .09 .09 irhstalled per Sitrpeah acatiohs and is 3-4 -726 .01 .26 .27 designed based a tI1✓ o11a✓ing critea.-i. 4-5 -827 .01 .31 .32 fm the sti4:pcitnl g�i�: 2 PLY, 2x 6, 5-6 -592 .01 .31 .32 care specie as drntl 4o,.h on this d,.,.V. BC FIaKE: AXL END CSI 7-8 176 .00 .09 .09 8-9 709 .08 .17 .25 9-10 832 .09 .17 .26 10-11 608 .07 .16 .23 11-12 608 .07 .21 .28 12-13 -176 .00 .21 .21 3-4-11 4-7-15 5-2-7 5-4-3 5-5-15 WES Ft1XE CSI WEB FCRCE CSI 3-4-11 8-0-10 13-3-1, 15-7-3 24-1-2 1-7 -1077 .13 4-10 -205 .24 1-8 801 .33 5-10 406 .17 hl 2 3 4 5 62-8 -295 .10 5-12 -740 .85 2-9 -179 .12 6-12 1073 .44 3-9 356 .14 6-13 -1047 .98 110 D0 15-10-6 4-9 -192 .13 � 99DE �QI9 (110 aX E) 8 2.- 4 2.5-4., ' 4-4 LF -.02" D= -.04" T-- -.07" Joint Irxatirns - 1 0- 0- 0 8 3- 4-31 2 3- 4-11 9 8- 0-10 3 8- 0-10 10 13- 3- 1 4 4 4 13- 3- 1 11 14- 2-12 5 18- 7- 3 12 18- 7- 3 840-88-10-8 7 240_ 0.20 13 24- 1- 2 8-4-4 SHIP t c f /ice. T 3-6 �`:./� :ci% v 2-1-2 �Sr1 L 1 ` No. 44 5982 I urn 2.54 3-7 2.5-4 4-4 2-3 5=3-4 7_3 ; E::, . 12/31/t)6 1dl 24_1_2 0� Ch1 lr0 TBF: 94.0 WT:235 # Chk: Dsgnr: me #LC = 14 TC Live 16.00 psf TC Dead 17.00 psf BC Live .00 psf BC Dead 13.00 psf TOTAL 46.00 psf 2/20/2003 Scale: 3/16" = 1' NO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Mr End 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 D:fl patio: L/360 TC: U480 1-9-`1 -t STUB 7 t) 10 11 1.2 13 -4 -'ll 4-7-1.5 5-2-7 5-4-3 5-5-.15 t ruswal SystenTY.gl]]lat s are 8-�-1(p. {unless sli3-M btp y 1.1811(1 iiW3 , 24-1_7 T3 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 aable stud Iglates to avoid overdo with structural Tates (or staple). WARNING Read all notes on this sheet and give to copy of it to the .Erecting Contractor. This design is for an individual building component not tntss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to bo K� N O RC A verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by Ore roof or floor sheathing and the bohom chord is Laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for Lateral support of components members only to reduce bucMi ng length. This component shall not be pL•hced in auy environment 111.91 TRUSIVAL SYSTEMS will corse the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in 4445 Northpark Dr- Colo Springs, Co 80907 accordance with the following standards: 'JOINT DETAILS', by Tnhswal, 'AN'SI/TPI 1', '\PTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED Wool)TRUSSES' - (HIB -91) and '1118-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located :u 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest :uul TpS . 0 Version T6.3.1 Paper Association (AFPA) is located at 1111 191h Street, MV, Ste 300, Washington, DC 20036. TBF: 94.0 WT:235 # Chk: Dsgnr: me #LC = 14 TC Live 16.00 psf TC Dead 17.00 psf BC Live .00 psf BC Dead 13.00 psf TOTAL 46.00 psf 2/20/2003 Scale: 3/16" = 1' NO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Mr End 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 D:fl patio: L/360 TC: U480 Job Name: jlwael _ Bim X -LOC REACT SIZE R192'D 'IC: 2x6 DFL #2 1 1 -ll- 0 1175 3.50" 1.50" 2x4 L&L #1 & Btr. 3-6 2 27- 2- 1 1169 1.88" 1.50" BC 2x4 D[L #1 & Btr.. EM HWUR � WEB 2x4 EFL SMMARD 11 PfA'IE VALLE4 FER I yeaDIKH REF= #1607 Hmxrars are nct dwigned for icadzd for 10 PSF rrn-0a0u-3.1eat BQ.L. lxmzaital loads. Drainage mast be provided to avoid payling. SEE SI4P-9CN CATAMG PLAnM BASED CN GREEN UM2E12 VAU S. FM PMIT1a9L I]! PU P�'ICN NXES Ek-ld verticals designed for axial lands only TC FCr2CE AM Bial CSI 1-2 -1019 .00 .09 .09 2-3 -1102 .00 .10 .10 3-4 -790 .01 .31 .32 4-5 -932 .01 .37 .38 5-6 -677 .01 .37 .38 BC FORCE AM BM CSI 7-8 175 .00 .08 .08 8-9 754 .08 -19 .27 9-10 936 .11 .19 .30 10-11 69.1 .08 .19 .27 11-12 694 .08 .25 .32 12-13 -175 .00 .25 .25 2&ehsians above or below the truss pmflle (ifany) „xr . -e adli.tiah l crnsicleiatiah (by s) fcrc hcriz. loads an th=. bldg. WEB FURCE CSI WEB F= CSI STUB 7 8 9 11111 12 13 3-4-11 4-7-1.5 5-7-15 5-9-11 5=117 1-7 -1140 .14 4-10 -192 .22 1-8 851 .35 5-10 416 .17 2-8 -323 .11 5-12 -774 .89 This design is for an individual building component not truss system. It has been based un specifications provided by the component manufacturer and done 2-9 -168 .11 6-12 1160 .47 ��®®��� 3-9 391 .16 6-13 -1106 .67 TC Live ps 4-9 -252 .17. TC Dead 17.00 of Re Mbr Bnd 1.15 p p llmcbng shown is for lateral suppon of components members only m reduce buclding length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, instill and brace this suss in Mt1X LEFIDMCN (span) 1R 5 NorWp SYSTEMS Colo Springs, Co 80907 accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSIlTPI 1', 'WTCA 1' - Wood Trus Council of America Standard Design '11111-91 L/999 IN MEM 9-10 (LIVE) L, -.03" D= -.05" T= - 08" - DaE Ratio: L/360 TC: L/480 Tp5. 0 Version T6.3.1 Joint Locations - TOTAL 46.00 psf 1 0- 0- 0 8 3- 4-11 2 3- 4-11 9 8- 0-10 3 8- 0-10 10 13- 8-10 4 13- 8-10 11 14- 2-12 5 19- 6- 5 12 19- 6- 5 8-10-8 6 25- 5-12 13 25- 5-12 7 0- 0- 0 2-1-2 1 3-6 Truss I®: CS ®web btacir red at each locaL-iah s1h7..n. See staYlard tails ('x 01087001-001) . Plating spec : AIZI/TPI - 1995 THIS EESICN IS TIE 034MYM MALT OF maupiE LOAD USES. BEARIM 1811TM9ENIS shat are based CNby ah tl-,-- truss material at each bear -V. 1x4 min. ccritinaaas lateral bracing attad- d to flat TC vA-ea--e in-licated w/ 2-10d Mils eadh. Iinbar mast be sUAicbza1 grade. Brad C 24" o.c. unless rte3 ctl---i..se. `FPNER AT LEFT Etas (if spac;fied) is to be installed per Sinpsah icatia->s aryl is desigr-_eI based a-, ties oll-drg criteria for the s_Tpartirr3 2 PLY, 2x 6, sake specie as damd der: az this drawing. 3-4-111 4-7-1S 1 5-7-15 5-941 5-117 3-4-11 8-0-10 13-8-10 19-6-5 25-5-12 i 8-t-11 1 2 3 4 5 6 l-1 00 t I7-3-0 This dpi ,Jul ah did bracing applied per tie folla�rirg scbe3ile: nc-n: o.c. fi'an to TC 24.00" 9-10-15 27- 3- 0 'lits truss is clesiglie-d using the LEC -97 0-,3e. Bldg Enclosed = Yes Truss Locatiah = E7ri Zcrj-- Htn-icat�a/Oaeuh Line = No , Exp Category = B Bl� La-qthrcof he4,it0 0024t44Bftt,, nplh 80 Width 00 ft LpC Stania -d C1:O_pancy, Dead Ted = 27.0 psf 8-4-4 8-10-8 �,F�OFES-S!��ga\ SE tv l: Lv ` nit' yl f' `� c� €j cD! Pao C 459 2�� m ' �? E; 12/311106 C V 1 1-9-4 STUB 7 8 9 11111 12 13 3-4-11 4-7-1.5 5-7-15 5-9-11 5=117 2/20/2003 i Truawal Syst3'a3(q .' tes arg-02R) ga. unless pjjg.gyq by "18" (181y�. , 25-5-12 "MX"(TWMX 20 Joint Detaa s Report. Scale: 3/16" = 1' H"(16 ga.), or ga.), positioned per Circled plates and false frame plates are positioned as shown above. Shift able stud Tates to avoid overlai2 with structural. Ejates (or sta le) WA-"ING Rend all notes on this skeet and give a copy Of 1t t0 the C1'ectln.0 001111*aC710P. TBF: 95.3 WT:241 # WO: JLWAEL This design is for an individual building component not truss system. It has been based un specifications provided by the component manufacturer and done Chk: Custcmer Name: in accordance with the current versions of ul'Pl and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are w be Dagnr: me #LC 14 da ��®®��� vaulted by the composers m mufacmrer ntnd/or building designs prior to fabrication. The buildung designer must ascertain that the loads utilized on this The design that die top chord is laterilly 16.00 f DurFaea L=1.25 P=1.15 jj design meet orexceed the luad'utg imposed by the loc l building code and the panicular application. assumes TC Live ps braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. TC Dead 17.00 of Re Mbr Bnd 1.15 p p llmcbng shown is for lateral suppon of components members only m reduce buclding length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, instill and brace this suss in BC Live .00 ps f O.C. Spacing 2- 0- 0 1R 5 NorWp SYSTEMS Colo Springs, Co 80907 accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSIlTPI 1', 'WTCA 1' - Wood Trus Council of America Standard Design '11111-91 BC Dead 13.00 pal Design Spec UBC -97 Responsibilities, 'HANDLING INSTALLING AND BRACING N-11. rAL PLATE CONNEC'MD WOOD'i'RUSSES' - (1-110-91) and SUMMARY SHEET' by Till. The Truss PUe Institute (TP]) is located at 583 D'Onofrio Drive, A4adison, Wisconsin 53719. The Amcrican Forest and - DaE Ratio: L/360 TC: L/480 Tp5. 0 Version T6.3.1 Pipet' Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 46.00 psf 'Job Name: j1wael FCPCE CSI 2-12 116 .05 7-18 Truss I®: C6 Qty: I Daunt : L'uUJI l3 I vuot-v IJ EM X -LOC REACT SI2E RD2'D TC 2x6 DFL #2 6-8 [ eb bracirrd -ed at each locatial shorn -i. ® See st�zlal d�i1s ('D[01087001-001). 'ibis des' based m drnd bracing applied pes tl>r followir sdrxlLle: 3. 0- 1-12 2 42- 8-12 2126 3.50" 2.27" 2146 3.50" 1.91" 2x4 DFL, #1 & Btr. 3-6, BC 2:1 DFL #1 & Btr. Plating spac : AMI/'YPI - 1995 nvv: O.C. . fran to 7-16 612 .25 MAX DEFIFIPICN (span) L/999 IN MEM 15-16 (LIVE) VM 2x4 DFL STPND'aRD Grm R)LT OF THIS LFSIGN IS THE CCVFl ESR TC 24.00" 9-10-1.5 36- 6- 0 TC FCfl2CE AXL BM CSI PLATE VA= PER ICBG RESMTKH REEXIZP #1607. h1iEnFLE LOAD CASES. Tiv.s truss is desicgr)ad using the 1-2 -2671 .04 .34 .38 Loaded for 10 PSF rrn-oaruxxr:T± B']L. BF7tRII4; RBOIRET•FNm sh n are based C%Y bear LBC -97 tom. Bldg Elr1osed = Yes 2-3 -2440 .04 .21 .25 Drai1-rige nest be provided to avoid paxbxg. az the truss material at each -V. Lx4 lateral bratairg attad-a Truss = Ehl Zrne 3-4 4-5 -2478 -2604 .10 .11 .45 .55 PLk= BASED CN GREEN LUCM VALUES. End verticals d_sigra3d for axial loads only. min. cat-ir rzts to flat TC vd.�ee ilrlic<-Itxl w/ 2-10d nails .Locatirn 11trilcalx/Crean Liar = No Zp Categ-y = B ft 5-6 -2604 .L1 .45 .35 .56 .46 E.,ensiais above m- below the truss profile ead1. LLanb r Host be sti:uctural D7-ide. Bldg Lerigth = 90.00 ft, Bldg Width = 40.00 Bigot 24.44 ft, nph = 80 6-7 -2604 .11 .44 .55 (ifany ) r zxniae acklitiaval eaasickmati.ai I3iace Q 24" o.e. nm].ess r>xed etheawise. hM1 an root: = LDC Statx3arrl O�ajxnlly, Dead Iced= 27.0 psf 7-8 -2195 .08 .44 .52 (by ct1�1s) for laoriz. lands ni t]� b1c1J. 8-9 -1722 .01 .17 .18 9-10 83 .01 .17 .18 BC FCRI:E Am am GSI 11-12 1947 .25 .31 .57 12-13 1947 .22 .28 .50 . 13-14 1794 .20 .28 .48 14-15 1794 .20 .28 .48 15-16 2492 .28 .28 .56 16-17 223-7 .25 .27 .52 17-18 2217 .25 .28 .54 18-19 1223 .14 .28 .42 19-20 376 .01 .25 .26 20-21 0 .00 .16 .16 Vn FCRCE CSI TAM FCPCE CSI 2-12 116 .05 7-18 -943 .75 2-13 -329 .25 8-18 1489 .61 3-13 378 .15 8-19 -514 .59 3-15 1043 .42 9-19 1335 .54 4-15 -610 .70 9-20 -2028 .40 4-16 175 .0 10-20 93 .04 5-16 -424 .49 10-21 -69 .01 7-16 612 .25 MAX DEFIFIPICN (span) L/999 IN MEM 15-16 (LIVE) L= -.10" D= -.18" 1`- -.28" MAX EEn rrrtN (rat) • L/999 INMFM 20-21 (LIVE) 1F .00" D= .01" Ir-_ .01" = Joint To-f-iazg - 1 0- 0- 0 12 3- 9- 4 2 3- 9- 4 13 9- 9-14 3 9- 9-14 14 14- 0- 0 4 16- 5- 9 15 16- 5- 9 5 23- 3- 0 16 23- 3- 0 6 25- 9-14 17 28- 6- 0 7 30- 0- 7 18 30- 0- 7 8 36- 8- 2 19 36- 8- 2 9 42- 8-12 20 42- 8-12 10 44- 8-12 21 44- 8-12 n 0- 0- 0 3-9-4 6-0-1.0 6-7-11 i 6-9-7 6-9-7 6-7-11 6-0-10 3-9-4 9-14 16-5-9 23-3-0 30-0-7 36-8-2 42-8-12 9-10-15 8 -1 -II 1 2 3 4 5 6 7 8 40 1 26-6-0 -10-001 ME 1-9i 4 11 12 .13 14 15 16 1718 19 20 STUB 3-9-4 t 6-010 6-7-11. 6-9-7� 6-9-7 6-7-11 6-6-10 3-9-4 9-9-14 16-5-9 23-3-0 30-0-7 36-8-2 42-8-12. Truswal Systems Plates are 20 ga. unless shown by "1811(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 2able stud 12lates to avoid overla with structural Tates (or stn le). WARNING Rend all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for all individual building component not truss system. h ]Lis been based on specific.dions provided by the component manufacturer and done in accordance with the current versions of TPI.Ind AFPA design sumdards. No responsibility is assumed for dimensiotrd accuracy. Dimensions are to be ® ��� verified by the component manufacurer and/or building designer prior w fabrication. The building designer must ncenain Dunt the loads utilized on this design meet or exceed the loading imposed by the loc l building code and the p-.micular appinention. The design assumes (Int the top chord is l net ally braced by the roof or floor sheathing and the bottom chord is latet:,llr braced by a rigid shemhing material directly attached, unless otherwise noted. Boeing shown is for lateral support or components members only to reduce buckling length. This component shall not be fticed in any environment. clot TRLISNAL SYSTEMS - will cause the moisture content of the wood to exceed 1970 and/or cause connector pLite corrosion. Fabricate, Inidle, install :rad brace. this truss in 4445 Northpark Dr., Colo Springs, CO 80907 accor6rice with the following sLindards: 'JOINT' DE'T'AILS', by Taswal, 'ANSI/TPI 1', 'WTCA r - Wood 'truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PL-4'I'E CONNECTED WOOD TRUSSES' - (II[B-91) "old 'HIR -9t SUMMARY SHEET' by'I'Pl. 'I'he'fmss nue Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The Americvn Forest and Tp5. 0 Version TG .3 .1 Paper Association (AFPA) is located at 1111 19th Sweet, Mot, Ste 8110, Washington, DC 20036. A5 SHIT' �eRCF E, S1 4 No C 45982 -n Ex 12!31/x6 TBF: 154.0 WT:386 # Chk: me #LC = 21 TC Live 16.00 psf TC Dead 17.00 psf BC Live .00 pef BC Dead 13.00 psf TOTAL 46.00 psf s�qT SCr V 2/2®/2®®3 Scale: 3/32" = 1' WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep bfbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Deft Ratio: 11/360 'IC: L/480 'Job Name: 11wael FCIKE Truss 1®: C7 Qty: 1 ®rwv : I Vu -r -V 1 O BM X -LOC M� LT SIZE RFI�'D TC 2x6 DFL #2 WzU blacirg regtii l at earl locat1Q1 sho,11. ® (TX01087001-001). i Ti -lis des--�1 lrtised on drn'd Jnacarig alplie3 pe ti -e following schaitle: 1 0- 1-12 2034 3.50" 2.17" 2x4 DFL #1 & Btr. 3-6, 6-8 Szz sta113ard s Max O.C. fran to 2 40- 8-12 2252 3.50" 2.03" BC 2x4 DFL #1 & Btr. Plating spa= : PNSI/TPI - 1995 TC 24.00" 9-10-15 36- 6- 0 3-15 933 .37 9-19 1349 WEB 2x4 DEL SITMEPRD THIS 17E3IC3sI IS THE 024FCSITE, RESULT OF Ti -tis truss is designed using the TC 1-2 FCIXE -2508 AXI, BDID' CSI PLATE VALUES PER IC20 RESFARai RETC(U #1607. Lei for 10 PSF ural-ocna merit BCLL. IvULTIPLE IaQ CASES. BEPRIIC RE>jM9-ENrS shn n are based C14LY Llr-97 Crile. 2-3 -2245 .03 .02 .32 .11 .35 .13 Drain -age trust be provided to avoid pondixg. on the truss material at each bearing. 1%4 lateral bracirg attad-al Bldg Drlczzd = Yes Truss Lczatial = End Z- 3-4 4-5 -2295 -2341 .09 .46 .55 PLATIM BASED CN C£ZMN UD12ER VAUES. End verticals desigr>zd fes axial loads tally. nun. czs1L-iaatcus to flat TC t,ilere incli.cated w/ 2-10d nails Hr-r-catja/C:x-m Line = I3o Exp Category = B ft 5-6 -2341 .09 .09 .46 .35 .55 .44 F>zerisions above or below the truss profile earl. Lumber nest 1-e structural grad. Bldg Lipgth = 90.00 ft, Bldg Width = 40.00 height = 24.44 ft, trpll = 80 6-7 -2341 .09 .45 .54 (if additiaal comidaatial Bo vaQ 24" o.c. unless notecl otheivase. D'(:�1 roof Stare Oat Dead Lead = 27.0 psf 7-8 -1854 -05 .45 .50 (by d Mees) far kra iz. leads a1 the bldg. LBC cl ixmcy, 8-9 -11-18 .00 .14 .14 9-10 252 .03 .14 .17 BC FCRCE AXL BND CSI 11-12 1808 .23 .27 .50 12-13 1808 .20 .21 .41 13-14 1683 .19 .21 .40 14-15 1683 .19 .29 .48 15-16 2307 .26 .29 .55 16-17 1878 .21 .27 .47 17-18 1878 .21 .30 .50 18-19 799 .08 .30 .38 19-20 -349 .00 .20 .20 20-21 0 .00 .11 .13. WEB FCIKE CSI I'm FCRCE CSI 2-12 135 .06 7-18 -1050 .85 2-13 -344 .23 8-18 1635 .66 3-13 394 .16 8-19 -945 1.00 3-15 933 .37 9-19 1349 .55 4-15 -522 .60 9-20 -2090 .86 4-16 -109 .21 10-20 -132 .04 5-16 -422 .48 10-21 -69 .02 7-16 747 .30 o.C.Spacing 2- 0- 0 4445 Northpark Dr.. Colo Springs, CO 80907 accord mce with the following stmtd-lyds: 'JOINT DETAILS', by'froswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Tntss Council of America Standard Design MAX EET1 Y' CK (span) 4/999 IN MEM 15-16 (LIVE) Lr= -.09" D= -.16" T= -.25" MAX IFFI=CN (uzu ) L/999 IN DIEM 20-21 (LIVE) 4= .01" D= .02" T`-- .03" Joint Locations = 1 0- 0- 0 12 5- 9- 4 2 5- 9- 4 13 9- 9-14 3 9- 9-14 14 14- 0- 0 4 16- 5- 9 15 16- 5- 9 5 23- 3- 0 16 23- 3- 0 6 25- 9-14 17 28- 6- 0 7 30- 0- 7 18 30- 0- 7 8 36- 8- 2 19 36- 8- 2 9 40- 8-12 20 40- 8-12 10 44- 8-12 21 44- 8-12 11 0- 0- 0 5-9-4 10-8-5 6-9-7 6-9-7 6-7-11 8-0-10 5-9-4 16-5-9 23-3-1) 30-0-7 36-8-2 44-8-1.2 9-10-15 8-18-I1. 1 2 3 4 5 6 7 8 9 ]0 1 00 0 2.6-6-0 i 10.00 1T-" t 1-9-4 ll 12 1.3 1.4 15 16 1718 19 20 21 STUN 55-.94 10-8-5� 6-9-7 t 6-9-7 6-7-11 i 8-0-10 5-9-4 1.6-5-9 23-3-0 30-0-7 36-8-2 44-8-12 POf Q S! IS 2/2®/2®®3 LO `Z� C4 t'4 . 9 Rt �- E p. 12 1/06 Scale: 3/32" = 1' C i v \ ��\P Cr Cr+ , �� 2/2®/2®®3 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), Scale: 3/32" = 1' H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. stud later to avoid overla with structural laces (or stn le) . YWi$B\1 ING Read OIi notes on this Sheet and Give a copy obit to the Frettill Cont 'UCtOr. WARNING Read TBF: 156.0 WT:393 # WO: JLWAEL This design is for an individual building component not tltss system. it his been based on specifications provided by the component nr:n ofacntrer and done Chk : Customer Name: in accordance with the current versions of TPJ and APPA design standards. No responsibility is assumed for dimensioml accuracy. Dimensi"ns are to be Da me #LC = 21 da Vol verified by the component rnlnufacmrer and/or build'ung designer prior to fabrication. The building designer must ascertain that the loads util¢zd on this ® KCAL design meet or exceed the loading imposed by the local building code and the partictilar application. The design assumes that the lop chord is latenilly TC Live 16.00 psf T DurFaea L=1.25 P=1.15 braced by the roof or floor she:dhutg and the bottom chord is laterally braced by a rigid sheathing material directly anached, unless otherwise noted. TC Dead 17.00 RepMbr End 1.15 Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment drat psf P TRUSWAL Sl'SrEMS will cause the moisture content of the wood to exceed 195'o and/or cause connector plate corrosion. Fabricate, handle, htstatt and brace this friss in BC Live .00 psf o.C.Spacing 2- 0- 0 4445 Northpark Dr.. Colo Springs, CO 80907 accord mce with the following stmtd-lyds: 'JOINT DETAILS', by'froswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Tntss Council of America Standard Design Dead 13.00 Design Spec UBC -97 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PI -ATE CONNECTED WOOD TRUSSES' - (h1111-9:1) and 1418-91 BC psf SUMMARY SHEET' by TPI. The Tross Plate lnstinue (IPI) is located at. 583 D'Onufrio Drive, Madison, Wisconsin .53719. Tice American Forest and Daft Ratio: L/360 TC: 1/480 Tp5.0 Version T6.3.1 Paper Association (AFPA) is located at III 119th Street, M'V, Ste 800, Washington, DC ^_0036. TOTAL 46.00 pof job Name: jlwael 20 21 22 23 24 25 26 27 28 29 30 31 _1233 34 U 36 37 38 Truss I®: ® Qty: 1 Drw : LUUJUD I vv't-V I i 1-,2-8-02-8-0 �2-&0 �2-80 2-8-0 2-8-0 2-8-0 4-3-0om 1-7-0 4-3.0 611-0 9-7-0 12-3-0 14-11-0 17-7-0 20-3-0 24-60 TC 2>05 DFL #2 pl at itm spec : PNSI/ IPI - 1995 This truss is designad us -U-9 the ".H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. 2x4 DFL #1 & Btr. 7-13 TM IESI(N IS THE CCMFOSIIE RESULT OF LW -97 C -d --- Shift qable stud lates to avoid overlaE with structural j2lates.(or std le) WARNING Read all notes on this sheet and dive a copy of it to the Erecting Contractor. BC 2x4 DFL #1 & Btr. NUMPLE L040 a�sm. Bldg a- lceed = Yes = Joint Locatiars CEL ELK 2x4 DFL SPANDARD PLATE VALLES PER IC90 RESEARCH REECRr #1607. BEARIM R20DRDEM sh-vm are based CNLY ah the truss tustenLal at each tearing. Trinss Trrat-ial = a -id Zane na-1d.oane/Ocearh Ldi>r = bb,EJp Cate:xxy = B 1 2 0- 0- 0 1- 7- 0 20 21 0- 0- 0 1- 7- 0 Drainage be provided to avoid parking. trust Lctdsd fm- 10 PSF rrn-cauu-1-> sit BSI,. Bldg Les_qth = 90.00 ft, Bdg Width = 40.00 ft P!✓an rmf height = 23.64 ft, mph = 80 3 2-11- 0 22 2-11- 0 BULfDING. EESIGsM N6bT VERIFY (PECE LG%D3! Pl=>; BASED CN GZEEN lUlSER VALLES. Lp- St.. and Oozgxrrcy, LYacl Load = 27.0 psf 4 4- 3- 0 23 4- 3- 0 I+) gable brach •ed Q 58" urteavals, BC Dead 13.00 psf 5 6 5- 7- 0 6-31- 0 24 25 5- 7- 0 6-11- 0. if e>posed to warty applied to face. See 'Ger>etal Cable Derails", 0002065035. 7 8- 0- 0 26 8- 1-12 8 9- 7- 0 27 9- 7- 0 9 10-11- 0 28 10-11- 0 10 12- 3- 0 29 12- 3- 0 11 13- 7- 0 30 13- 7- 0 12 14-11- 0 31 14-11- 0 13 16- 6- 0 32 16- 0- 0. 14 17- 7- 0 33 16- 7-12 15 18-11- 0 34 17- 7- 0 16 20- 3- 0 35 18-11- 0 17 21- 7- 0 36 20- 3- 0 18 22-11- 0 37 21- 7- 0 19 24- 6- 0 38 24- 6- 0 t. ' 737 I0-7-7 1-7-0 2-8-0 2-8-0 2 -so 2-8-0 2-8-0 2-80 2-s0 2-8-0 1-7-0 4-3-0 611-0 9-7-0 12-3.0 14-11-0 17-7-0 20-3-0 22-11-0 8-0-0 8-6-0 5-0-0 1 2 3 4 5 6 7 R 9 10 11 12 13 14 15 16 17 189 l� 0,00 -10.00 oFr i No. C 459 ° m Exp. 2/31106 r 2/2®/2®®3 Scale: 5/32" = 11 WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep blbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 D?fl Ratio: L/360 'IC: 14/480 20 21 22 23 24 25 26 27 28 29 30 31 _1233 34 U 36 37 38 TYPICAL PLATE 1.5-4 1-,2-8-02-8-0 �2-&0 �2-80 2-8-0 2-8-0 2-8-0 4-3-0om 1-7-0 4-3.0 611-0 9-7-0 12-3-0 14-11-0 17-7-0 20-3-0 24-60 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), OVER CONTINUOUS SUPPORT ".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 qable stud lates to avoid overlaE with structural j2lates.(or std le) WARNING Read all notes on this sheet and dive a copy of it to the Erecting Contractor. TBF: 111.3 wT:277 # This design is for an undividtnl build -mg component not miss system. It h:is been based oil specifications provided by the component manufacturer and duneChk : iii accordance with the current versions of TPI std AFPA design standards. No responsibility is assumed for dimensiutstl accuracy. Dimensions are to be. Dagnr: me #LC = 14 ITC K' ®�� verified by the component nnanufaclurer and/or building designer prior to fabrication. The build -ung designer must ascertain that rite lards utilized on this design meet or exceed the loading imposed by the load building code :md the particular application. The design assumes stat the top chord is kternhy TC Live 16.00 psf braced by the roof or floor sheathing and the bottom chord is Laterally braced by n rigid sheathing tr aterhil directly anaclred, unless otherwise noted. Bracing shown is for Lateed support of components members only to reduce buckling length. This component skill not be pLtced in any environment Utah Dead 17.00 psf TRUSWAL SYSTEMS will cause the moisture content of the wood to exceed 19% :uid/or cause connector plate corrosion. Fabricate, handle, install and brace this buss in BC Live .00 psf 4445 Northpark Dr.. Colo Springs, CO 80907 aecordvnce with the following standards: `101Nr DETAILS', by Tritswal, 'ANSI/TPI 1', 'WTCA F - Wood'rnnss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED NVOOD TRUSSES' - (IIIB-91) and '11113-91 BC Dead 13.00 psf SUMMARY SHEET' by TPI. The Truss Plate histinue (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Tp5. 0 Version T6.3.1 Paper AssocLation (AFPA) is located at 1111 191h Street, Mot, Ste 400, Washington, DC 20036. TOTAL 46.00 psf oFr i No. C 459 ° m Exp. 2/31106 r 2/2®/2®®3 Scale: 5/32" = 11 WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep blbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 D?fl Ratio: L/360 'IC: 14/480 job dame: 11waeo Truss 9®: ® t Qty: ®rinr : �.�+u.sv� r vu�-v B13; X -ICC REACT SIZE RF)i'D 'IC 2x6 DFL #2 slao.. Nab blar_itg�aasa at each locatiah n (TX01087001-001). 'This buss is designed usirrJ the mc -97 C�- 1 0- 1-12 1280 3.50" 1.50" 2x4 EEL #1 & Btr. 2-4 See standard cetails Plating spec • j%MI/1rPI - 1995 Bldg a-iclosed = Yes 2 24- 4- 4 1280 3.50" 1.50" BC 2x4 EEL #1 & Btr. TVEB 2x4 DFL SLUG RD IIIIS IgSI(N IS 7HE CTIF ST E RESWT OF Truss kation = End 7�e ]dtrric•a-gffi h = Ido B TC FAKE AXr, BM CSI PIA3E VATJXS PER ICBG R1SEARQ REL= #1607. NAIIZ7PLE L00 CT -SES. BOOM RB2CTIl2El'•1EN15 611nn are based CHLY 0.00LLie g %dth 4 . Bldg IFsiltll = 90.00 ft, Bldg Width = 40.00 ft 1-2 -1341 .00 .90 .40 2-3 -884 Loaded for 10 PSF rm-cmxirrent BOLL. Drainage nest be provided to avoid pa'lditg. az tie- miss nsterial at each bearing. ra A herght D 23.64 ft, rad 2780 f (l xgaanacy, rid Lced = 1� .01 .17 .17 3-4 -884 .01 .17 .17 TC Dead 17.00 psf PL=S11n BASED CN MM%T 1SM81T. VAI S. LECpL-m LEC Stanidard 4-5 -1341 .00 .40 .40 BC Live .00 psf. accordance with the following standards: 'JOINT DETAILS', by Ttnswal, 'ANSI/TP1 1', 'W'fCA I' - Wood Truss Council of America Siandard Design 'HIB - BC Dead 13.00 psf BC F12RM AXL RD CSI SUMMARY si wE'f' by TPI. The Truss Plate Instittue (1111) is located at 583 D'Oriofrio Drive, Madison, Wisconsin 53719. The American Forest and 6-7 900 .10 -42 .52 TOTAL 46.00 psf 7-8 960 .10 .42 .52 8-9 960 .10 .42 .52 9-10 -900 .10 .42 .52 VM Ft'12CE (SI VEB FORCE CSI - 2-7 448 .18 3-9 180 -08 3-7 180 .08 4-9 448 .18 MAX DFgTFT CN (span) L/999 IN TEM 7-8 (LIVE) L= -.07" D= -.12" 71- -.19" = Joint T rrat-; r 1 0- 0- 0 6 0- 0- 0 8-04) 4-3-0 4-3-0 8-0-0 2 8- 0- 0 7 8- 0- 0 8-0-6 12-3-0 16-6-0 24-6-0 3 12- 3- 0 8 15- 0- 0 R-6-0 4 16- 6- 0 9 16- 6- 0 5 24- 6- 0 •10 24- 6- 0 8-0-0 ] 2 3 4 5 KB I �eJ%L TRVSWAL SYSTEMS 4445 Northpark Dr., Colo Springs, CO 80907 Tp5.0 Version T6.3.1 7-3-7 10-7-7 10 0 -10.00, 8-7-13 OFESa 0 �l I0-7-7co I f E51 L; I �� i�: o.., 459 � m fl m yl �i EX' 12/31; �. n 6 7 8 9 10 8-0-0 1 8-6-0 8-0-0 8-0-0 16-670 24-6-0 Truswal Systems Plates are 20 ga. unless shown by "1811(18 ga.), "H11(16 ga.), or "MX"(TWr4X 20 ga j, positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift aable stud ]glates to avoid overlap with structural lates (or stajole) WARNING Rend till notes on this skeet and -be fl Co Y of Jt to the Erectln" Contractor. TBP: 72.0 WT c 183 # This design is for an individual building component not miss system. It Inas been based on specific:itions provided by the component manufacturer and done Chk: in accordance with the current versions of TPI mrd APPA design standards. No responsibility is assumed for dimensiotuil accuracy. Dimensions arc to be Dsgnr: fiC #LC 14 . verified by the componznt mmwfaemrer attd/or building desiener prrioto fabrication. The buiId•uhe designer HILISt asCellain Thal the loads Utilized oil this design meet or exceed the load'urg imposed by the local building code and Ilse pailictdar application. The design assumes that the top chord is Laterally TC Live 16.00 psf braced by the roof or Flour sheaihutg and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. TC Dead 17.00 psf Bracing shown is for Lateral support of components members only to reduce budding length. This, component shall riot be placed in any envirunmem drat will cause the moisture content of the wood to exceed 194 and/or cause connector ptue corrosion. fabriatte, handle, install and brace this miss in BC Live .00 psf. accordance with the following standards: 'JOINT DETAILS', by Ttnswal, 'ANSI/TP1 1', 'W'fCA I' - Wood Truss Council of America Siandard Design 'HIB - BC Dead 13.00 psf Responsibilities, 'HANDLING INSTALLING AND BR -ACING ME'T'AL PLA'rE CONNL'Cr6D WOOD TRUSSES' - (1410-9q and -91 SUMMARY si wE'f' by TPI. The Truss Plate Instittue (1111) is located at 583 D'Oriofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (APPA) is located at 1111 191h Street, NMI, Ste 800, Washhngiwn. DC 20036. TOTAL 46.00 psf 2/20/2003 Scale: 5/3211 = 1' WO: JLWAEL Custcnner Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Defl Ratio: 14/360 7C: W480 Name: EM X -LOC REP.CT SIZE RF17'D TC 2x5 DFL #2 1 0- 3-12 1110 3.50" 1.50" 2.c4 rFL #1 & BL -r. 2-4 2 24- 4- 4 3279 3.50" 1.50" BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STPICARD TC FCRCE AXL BND CSI PLATE VAU.1S PER ICBG REMIRCH REKRr #1607 1-2 -3337 .00 .39 .40 Icaded for 10 PSF mrcaxurrerit BOIL. 2-3 -879 .01 .16 .17 Eaa� mast Le pro✓idzd to avoid paadi . 3-4 -882 .01 .17 .17 4-5 -1339 .00 .40 .40 BC FCPLEAXL END CSI 6-7 895 ' .10 .41 .52 7-8 957 .10 .41 .52 8-9 957 .10 .42 -53 9-10 898 .10 .42 .52 VM FCRM CSI TAM FCRrE CSI 2-7 448 .18 3-9 181 .08 3-7 178 .08 4-9 447 .18 WX EE L1J CN (spun) L/999 IN MEM 7-8 (LIVE) 1F -.07" D= -.12" T66 -.19" Joint Iccatirns = 1 0-0-0 6 0-0-0 2 7-10- 0 7 7-10- 0 3 12- 1- 0 8 14-10- 0 4 16- 4- 0 9 16- 4- 0 5 24- 4- 0 10 24- 4-0 7-3-7 4-4 10-9-1 Truss I®: ®2 Web blach-g rej1i_red at each lo-ztici slv.n. See standard details (TX01087001-001) . platirx3 spec : PIZI/api - 1995 THL4 MI(N IS THE 03ffMTIE RE 3= OF MULTIFLE LOAD MSES. BEARM 1GiXJIREMENIS shaah are Imsed CNLY on the truss material at eaadh hearirr1. FLAmn arca) CN tat LDa7L3FR VPISLS. 7-1.0-0 4-3-0 4-3-0 8-I1-0 7-10-0 12-1-0 16-4-0 24-4-0 7-10-0 , 8-6-0 , 1 2 3 4 10.00-10 0000 0 li K-01 24-4-0 0-20-20 STUB 6 7 8 9 111 77-10-0 8-6-0 8-0-0 Truswal Systems Plates a7s11)-00 ga. unless shown kly6 4'--Q)8" (18 ga.) , 24-4-0 "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 Elates to avoid ovt,�ylaB with structural plataL (or sta le). WARNING Read all notes on this .sheet and give a col�v of it to the Erecting Contractor. This design is Furan individual bi ild'ntg component not Huss system. It has been based on specifications provided by the component nutinfacn rer and dune in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions arc to be VIP 1C]braced verified by the component manufacturer and/or building designer prior in fabrication. The building designer must ascetlain that the loads utilized on this ��" design meet or exceed the loading imposed by the local building code and the panicul:v application. The design assumes that rhe top chord is laterally by the roof or floor sheathing :and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shomi is for Lateral support. of components members only to reduce buclai ng length. This component shall not be placed in any euvironmem that TRUSWAL SYSTEMS will cane the moisture content of the wood to exceed 1990 :and/or arose connector plate corrosion. Fabricate, handle, insedl and brace this truss in 4445 Northpark Dr., Colo Springs. CO 80907 accordance with the following standards: 'JOINT DETAILS', by, Tatsu:al, 'ANSI/TPI I', 'WTCA I' - Wood Tnrss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED wooD TRUSSES' - (1 -IIB -91) and '1-1113-91 SUMMARY SHEET' by TPI. The, Tnrss Plate Instihue (TPI) is located at 533 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Tp5. 0 Version T6.3.1 1 Paper Associatioin (APPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. ,11 is truss is designed nlsirr3 die LBC -97 Ctde. Bld3 alc9c ed = Yes This Ic aticn = End ZrCM idlr>�catle/Q h Line = No ENp ateg-y = B Bld3 LI,����g�tlh = 90.00 ft, Bldg Wrdth = 40.00 ft P'lectrh a:cof height = 23.64 ft, nplh = 80 LTC St-arniard o:a xm-ry, Dead Load = 27.0 psf 8-7-13 S1 1P IO -7-7 TBF: 7 0. 0 WT: 176 # Chk: Dsgnr: me #LC = 14 TC Live 16.00 psf TC Dead 17.00 pef BC Live .00 psf BC Dead. 13.00 psf TOTAL 46.00 psf ,) of ESS; p�rAl GO 3' 7 NO C45 62 �}� n L1` - r cc E 12/31 I S)i 4 CAL W, tLa, 212®/2®®3 Scale: 3/16" = 1' WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Har Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Daa Ratio: 1.,,/360 TC: L/480 ]®b Name: jlwael Truss I®: ®3 Qty: 4 ®rw : %.Vusv3 1 %jolt vAIL v EM X -IOC RPACI' SITE RII:�)'D 71C 2x6 LCL 42 & Btr. 3-5 L�Jo l-baail r tines at each l.ccatian slr�:a1. ® See starxlal d s (TX01087001-001) . Ibis &sigh based o1 dbrd bracing aFP11-d per ti following sd'racl>_le: 1 2 0- 1-12 24- 2- 4 1273 3.50 1119 3.50" 1.50" 1.50" 2x4 I1Fi, #1 BC 2x4 EFL #1 & Btr. Plating spec ANSI/TPI - 1995 nnax O.C. frail to 24.00" 10-10-15 24- 4- 0 ga.) , or (TWMX�-ED a.) , po red per etails Circled plates and false frame plates are positioned as shown above. Shift gable stud glates to avoid over.la With structural Tates (or stn le) 2x4 STPI�RD 7H1 S rE3T(N TS 'II -IE CGffUSI7E RE M= OF TC Tlv.s tlirss is dsigraed usilrg the 71C 1-2 FCRCE -3.403 AXL EM CSI Pi ATF VAL1Tt5 PER ICED REM4RCH REEC%a' #1607. Laded for 10 PSL? m1-caicw:rerit B3L. f4:II.rTIPLE LGAD U323. PZTJ ; RDX1RD9ENIS shah are basest ONLY LEC97 Cada. 2-3 -1070 .01 .00 .17 .16 .18 .16 Jha9nnge mast be provided to avoid po-3iaq. on the truss material at each hearim. lateral bracing, attad'led Bldg [l-iclosed = Yes n - Vacation cation = Alcl 2a>r 3-4 4-5 -752 -641 .01 .01 .56 .56 .57 .56 RATING PASA CN U EEL1 IIP'BER VL=. igned far- loads only. EYri veeticals clsr ax 3X4 thin. osmtirauous nails hhare indicated / 0.4 2-1M to flat TC tm FAcar�/Ocean Lilo = Db ,Exp C�teg<ny = B nzd 90.00 ft, Bldg Width = 40.00 ft BC FCRCE AXI, FPID CSI E-terr.iens above c>r belay the- truss profile (if ma�yy) mire ad3itia�l arsid ration 'Na.$) bldg. each. limbar trust he structural glade. B ace G 24" o.e. unless rr:te 3 ct17 to dse. Bldg 11 Ith = Mean rirof l ri�lt = 24.86 ft, mph 80 LHC Star3ax-d Cczava tcy, Dad lid = 27.0 psf 6-7 984 .13 .14 .27 (1 f� h=. lands on the 7-8 983 Aa .22 .33 8-9 654 -07 .22 .30 9-10 654 .07 .35 .42 10-11 -239 -00 .35 .35 WEB FORCE CSI MM KREE CSI 2-7 199 .08 4-10 -665 .38 2-8 -438 .36 5-10 1077 .44 3-8 345 .14 5-11 -1047 .59 4-8 277 .09 MX DEFTI TTCN (spar) . LV999 IN M4 10-11 (LIVE) L- -.04" D= -.07" = Joint Toc t-iays = 1 0- 0- 0 7 5- 7-15 2 5- 7-15 8 10- 9-14 3 10- 9-14 - 9 16- 0- 0 4 17- 6- 3 10 17- 6= 3 5 24- 4- 0 11 24- 4- 0 6 0- 0- 0 5-7-15 5-1-15 6-8-5 6-9-13 5-7-15 10 9-14 17-6-3 24-4-0 10-10-15_ -- t1 2 3 4 5 1-10.0-0 I 13-4-0 9-2-4 S11 rp WT:221 # #LC = 14 16.00 psf 17.00 psf .00 psf 13.00 psf 46.00 psf Q�Ur ESSIp r N . C 4 of32 m w -1 m ri F n is/g:/ns Z 2/2®/2®®3 Scale: 5/32" = 1' WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec U13C-97 Dafl. Ratio: It/360 TC: L/480 2aa-n 6 7 3 9 . 10 1.1. S'rull 5-7-15 5-1.-]5 6-S-5 6-9-1.3� Truswal Systems Plates are�I-Eg-=711un l $ wn by "1 g .), "H"(16 "MX" (i i JoM Report4-4-U ga.) , or (TWMX�-ED a.) , po red per etails Circled plates and false frame plates are positioned as shown above. Shift gable stud glates to avoid over.la With structural Tates (or stn le) WARNING Read all dotes on this sheet and give a copy of it t0 the fFrecting Contnictor. TBF: 88.7 This design is for an individual building component not miss system. It has been based on specification provided by the component tnumd'acmrer and dune, Clilc: in accordance with the current versions of TPI. and AFPA design standards. No responsibility is assumed for dimensiowd accuracy. Dimensions are to be Ds mc® 4� verified by the component nnanufacmrer rid/or building designer prior to fabric lion. Tlit build'ung designer must ascertain thni Ilse loads utilized on this ��� design meet or exceed the loading imposed by the local build'ung code end the p:rrnicuLar. applicuiun. '1'Ine design assumes tluat the lop chord is laterally TC Live braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing sho%vn is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment (11:11 TC Dead TRUSWAL SYSTEMS will cause the moismre content of the wood to exceed 19`Po and/or cause connector plate corrosion. Fabricate, handle, install and brace this cuss in BC Live 4445 Northpark- Dr., Coto Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by'I'mswal, 'ANSI/TPI I', '%VTCA F - Wood Truss Council of America Si.in(hl'd Design Dead Responsibilities, 'HANDLING INSTALLING AND BRACING NIETAL PLATE" CONNrC`IT.D WOOD TRUSSES' - (II[B-9.1) mrd 1-1113-91 BC SUMMARY SHEET' by'rPI. The thus Plate Institute (TPI) is located ai 583 D'Onufriu Drive, Madison, Wisconsin 53719. The American Forest and Tp5. 0 Version T6.3.1 paper Association (APPA) is located at 1111 191h Street, MV, Ste 800, il':rshi ngton, DC 20036. TOTAL WT:221 # #LC = 14 16.00 psf 17.00 psf .00 psf 13.00 psf 46.00 psf Q�Ur ESSIp r N . C 4 of32 m w -1 m ri F n is/g:/ns Z 2/2®/2®®3 Scale: 5/32" = 1' WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec U13C-97 Dafl. Ratio: It/360 TC: L/480 J®b Name: j1wael Live Truss I®: ®4 Qtr: 1 ®rw : L U(UJU-5 I uv't-Wz I BEG X -ICC M4Cr SIZE R02'D TC 2%6 DEL #2 [lda lnacirrj L sired at gads loCatia-t sI-jDAn. See =;ls (1101087001-001). This des-- based on dxn"d luarirn applied Per the Loma sd�tle: 1 2 0- 1-12 24- 2- 4 1273 3.50" 1.50" 1119 3.50" 1.50" 2x4 DFL #1 & Btr. 3-5 BC 2x4 DFL #1 & Btr. statxlard Plating s� • )NMI/TPI - 1995 to 24.00" 10-10-15 24- 4- 0 DAB 2x4 DFL SIANIPM •THIS LESIGQ IS THE CC1'•'EEWITE RFSCILT OF TC This truss is designed using the TC 1-2 FC%2CE -1403 AM RD CSI GM ELK 2:.4 DEL SUQMARD ETATF VALLES PER ICBG RE MRCH REFCRr #1607. 1.1CMPLE W!iD CASES. BEARIM R92JIMMENIS sl'r� are lased CNLY LEC -97 Ctde. 2-3 3-4 -1070 .01 .00 .17 .18 .16 .16 Loaded for 10 PSF n=n -cc rtr'raat Bim. May use aiagiate, staples for blo_l:s. on the tows slater -al at eadi Learing. aLmnjaage trust be ptva&dl to avoid paidur� Bldg HIv^losed = Yes Thuss Iccatl-m = E d Zor)e 4-5 -752 -641 .01 .01 .56 .57 .56 .56 gable BDIIDLE� LgSICim nm VERIFY GABLE MAA! 1x4 nun. cxrtthTrus latetal placing attar d to flat TC Q -ere indicated w/ 2-103 nails Lire = No , Lkp Category = B Lh = 90.00 ft, Bldg Widflh = ft Bldg� BC FCRCE AM RM CSI [+1 gable lsaouxjO 58" intervals, if exposed to wind !load aalp]ied to face. ead7. LLnnbar nest be stied --ural grade. man roof l-eicgitt = 24.86 ft, ttph = 80.00 6-7 984 .13 .14 .27 See "d-ei� Gable Details", 0002065035. Ihace O 24" o.c. unless noted otherwise. LDC Standard 0_-cLlaaroy, Did Lead = 27.0 psf 7-8 983 PLAMN3 BAMD CN C32EEN UMBER VP1LES. 8-9 654 .11 .07 .22 .33 E]ad verticals designed for anal loads only. 9-10 654 .07 .22 .30 .35 .42 E<tensicns above or belay tla truss profile 10-11 -239 .00 .35 .35 (if aatrzryy) recti . additia-al �rsideration (by ctl>zss) for h]rff loads on tl-,e b1d3. W® FUJZE CSI 1rn FUXE CSI 2-7 199 .08 4-10 -665 .38 2-8 -438 .36 5-10 1077 .44 3-8 345 .14 5-31 -1047 .59 4-8 277 .09 Max tFLx>:r- CN (span) W999 IN MEM 10711 (Id VE) LF -.04" D= -.07" T-6 - 11" Joint locations = 1 0- 0- 0 7 S- 7-15 2 5-7-15 8 10- 9-14 3 10-9-14 9 16 -*0- 0 4 17- 6- 3 10 17- 6- 3 5 24- 4- 0 11 24- 4- 0 6 0- 0- 0 9-8-5 z0-7-7 5-7-1.5 i 54-15 6-S-5 6-9-1.3 1 5-7-15 10-944 17-6-3 24-4-0 1(1-1.0-15 1 2 13 4 5 1 0 13-4-0 9-2-4 Wi-61 _ ')4-4-0 0-2-0 TITICAL PLATE : 1.5-3 6 7 8 9 1.0 1 ] ] STUB 5-7-]5 5-1-15 fi-R-S fi-9-13 t Truswal Systems Plates are�A unl-$�s wn by "18 g&-), 7., "H" (16 ga.) , or "MX" (TWP1X�"3r�a3a.) , po�(i d per Joii?E etails Report4.4 0 Circled plates and false frame plates are positioned as shown above. Shift cable stud elates to avoid overlap with structural -plates (or staple). WARNING Read all notes on this sheet and;ive a cop!' of it to the Erecting Contractor. This design is for an i ndividtul building component not tress system. Et IRIS been based on speclllc.'tttons provided by the component manufacnnrer and done hi accordance with the current versions of'rPl and AFPA design standitrds. No responsibility is assumed for dimensional accuracy. Ditneasions :ire to be ®� ®RCAL verified by the component manufachtrer and/or building designer prior tar lubrication. The build'urg designer must ascenain that the I(xids IIIIIL'Ced on this ® design meet or exceed the loading imposed by the local building code and the partictiLir application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for Literal snppoil of components members only to reduce buckling length. This component shall not be placed 'tat any environment duo TRUSWAL SYSTEMS will cause the moisture content of the wood to exceed 19% and/m• cause connector plate corrosion. Fabricate, handle, install and brace this miss in 4445 Nordipark Dr., C010 Springs, CO 80907 accordance with the following standards: 'JOINT DETAIL S', by Tlvswal, 'ANSI/TPI L', '\VTCA I' - Wood Tnrss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND 17RACINO METAL PLATE CONNECTED WOODTRUSSES' - (EIIB-91) and '11111-9.L SUMMARY SHEET' by TPI. The Tnlss Prate hnstitu(e (TPI) is located ai 583 D'Ouofrio Drive, Madison, Wisconsin 53719. The American Forest and Tp5. 0 Version T6.3.1 Paper Association (AFPA) is located at 1111 19th Street, N\V, Ste 800, Washington, DC 20036. 11-0-15 SH IP TBF: 175.3 Chk: Dsanr: me WT: 424 # #LC =. 14 TC Live 16.00 psf TC Dead 17.00 psf BC Live .00 psf BC Dead 13.00 psf TOTAL 46.00 psf 2/2®/2®®3 Scale: 5/32" = 1' WO: TLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 D_fl Ratio: L/360 TC: L/480 lob -Name: jlwael WT: 93 # Truss IBS: F Qty: 9 ®rw : LUU-2,V) 0 VV`t-V44 Dsgnr: me #LC = 14 TC Live 16.00 psf TC 2>6 DFL #2 Platirg spec : ANSI/'I'PI - 1995 `ibis t>,vss is dessig-Ed usirg the .00 psf BC Dead 13.00 psf BC 2x4. LFL & Btr. TRIS E SICN IS THE CLINEZ; FM FESLI[T OF LDC -97 tom. 1#1 (IL BLK 2.c4 DFL, SDPNDARD VALLES PER ICBO R@�A REFCIZP #1607. P17LTTPLE LCD MSES . Bmzilr' I BIS sha n are lxased WL Y II1dg Dom] aaecl =Yes Tiltss Location = Ehd Zcna B tt Ly = _PLATE 1 0 -Dint Io 10 0- 0- 00 i�d fctr 10 PSF rm-caiai Zit DCLL. an the truss nateri al at each bea -ing. - braciis (by ��"s) IQoExp j Bldg jet I = 90.00 ft, Bldg Width = 40.00 ft 2 1-„ 7- 0 11 1- 7- 0 T FLAMM BASED CN GZEE IDIBER VAUM Pzrtt�u�tn7 reed .to prevent rctation/tr�a g: See HIB -91 and III-=31-1rwL height = 22.39 ft, nph 80 3 2-11- 0 12 2-11- 0 FI35I/TPI 1-1995; 10:3.9.5 aryl 10.3.9.6. LECSt_�nd�zl Qxaapm'>cy> Dad load = 27.0 psf Dead 4 5 4- 3- 0 5- 0-. 33 4- 3- 0 5- ' BUDR,13 LFSIG ER INTI' VERIFY CABLE LCALS! IL --- --LCHD CPSE #1 LCS1r6 ---------------- ��' 6 0 5- 9- 0 14 15 9- 0 7- 1- o [+) gable hlacirr� 58" inteiva]s, Dir 0- 86.00 - 0- 0- 0- 0 186.00 5- 0- 0 7 7- 1- 0 16 8- 5- 0 if to %,arldl� applied to face. 32.00 - .24 TC Vert 132.00 0- 0 8 8- 5- 0 17 • 10- 0- 0 See-Gerler-al CLalale Details", C002065035. TL Vert- ].86.00 S- 0- 0 132.00 10- .40 BC Vest 26.00 0- 0- 0 26.00 10- 0- 0 .00 9 10- 0= 0 TYPICAL PLATE 2-4 K I NCAL TRUSNAL SYSTEMS 4445 Northpark Dr., Colo Springs, CO 80907 Tp5.0 Version T6.3.1 4-9-7 I0-7-7 1-7-0 2-8-0 i 2-10-0 2-1.1-0 1-7-0 4-3-0 7-1-0 10-0-0 5-0-0 5-0-0 1 2 3 4 5 6 7. 8 9 10.00 -10.00 10-7-7 10 1.1 1.2 1.3 1.4 15 16 17 1-7-0 2-8-0 2-10-0 2-11-0 Truswal S stems Plates aa;, a. u ��$ss hown ���81 118 -�17-1 OVER CONTINUOUS SUPPORT "H" (16 gaY) , or "MX" (TWI1rXg .) , sitioned pt>` Uoint DetY�ls() Report . Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). WARNING Read all notes on this sheet and give a copy of it toile Erecting Contractor. This design is for an individual building component not Huss system. It has been based on specificcdions provided by the component manufacturer mud done ill accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accur.tcy. Dimensions are to be verified by the component manufacturer and/or build'uig designer prior uo fabrication. The building designer mast ascettahn Ucn true lards wil zed an ibis design meet or exceed the loading imposed by the local build'utg code and the pariictiLtr applicati(in. The design assumes that the top chord is Metall), braced by the roof or fluor sheathing and the bottom chord is latemlly braced by a rigid sheathing material directly attached, unless otherwise noted. Bracingshown is for Literal support of components members only to reduce buckling length. This component sluill not be pLioed ut :mv environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOIN1' DETAIL C', by Ttumnl, 'ANSI/TPI 1', 'WT'CA 1' - Wood Truss Council of America Standard I)esien Responsibilities, 'HANDLING INSTALLING AND GRACING NICTAL PLATE CONNECTED WOOD TRUSSES' - (HIG-91) :rad 1-1111-91 SUMMARY SHEET' by TPI. The Truss Plate Institute ('I'll) is locnied ai 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Purest and Paper Association (APPA) is located at 1111 19th Street, MV, Ste 800, Washington, DC. 20036. 9 00 No. 459& � ! n d Exp 12/31/06, TBF: 38.7 WT: 93 # Chk: Dsgnr: me #LC = 14 TC Live 16.00 psf TC Dead 17.00 psf BC Live .00 psf BC Dead 13.00 psf TOTAL 46.00 pef 2/20/2003 Scale: 9/32" = 1' WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Den Ratio: W360 TC: L/480 Job Name: ilwael 4 62/20/2003 Truss 1®: F1 Qty: 1 ®rw ' 023 EM X -IAC REACP SIZE REQ'D TC 2x6 DFL #2 Platilhg spec : AMI/IPI - 1995 This truss is desigrrd using th-a 1 0- 1-12 613 3.50" 1.50" DC 2x4 DFL #1 & Btr. 'THIS DESIW IS THE CLTIPCIGME RESULT OF UC -97 Com. Bldg D't47.o ad = Yes 2 9-10- 4 613 3.50" 1.50" WEB 2:.1 DFL S» PfAIE VAL= POO ICRC RESEARCH REFC{ZI' #1607. PIMPLE LC1=:D MM3. BEPRIIu; RFWIl;ENOTIS slymn are based ONLY Tlznss Lxaticrh = Elxl 2nae I -La -L- cane/0-e- Line = 1,b E)cp Cateyrn7 = B 'IC FCRCE AM ID CSI Lei fcir 10 PSF rrn-ocnaa-reht BC1I . an the truss nateL- al at each bes-ir rg. PLAM13 ]3A_4ED CN GREEN ILVEM VAUk,4. Bldg La-qL]h = 90.00 ft, Bldg Width = 40.00 ft 1-2 -457 .00 .16 .16 WARNING Read all notes on this sheet and give a COPY Of it to the Erecting, Contractor. TBF: 29.3 WT: 74 # - mean imof height = 22.39 ft, nph = 80 2-3 -457 .00 .16 .16 This design is for an individual building component not nvss system. It Isis been hased on specifications provided by the component manufacturer and clonecbk: LBC Sta�L-d C_a�>pairy, Dead Load = 27.0 psf BC KPLE AXL nm CSI in accordvnce with the current versions of TPI and APPA design stand:vds. No responsibility is assumed for dimensional accuracy. Dimensions are to be Da : me #LC = 14 da 4-5 283 .03 .12 .14 by the component manufacturer and/or-build'ung designer prim to fabrication. The building designer must ascertain that the kinds utilized on this 5-6 283 .03 .12 .14 design meet of exceed the loading imposed by the local building code Lind (lie pasicularapplication. The design assumes that the top chord is Laterally TC Live 16.00 psf DurFacs L=1.25 P=1.15 WEB FCRCE CSI WEB REKE CSI braced by the roof or floor sheathing and the bonom chord is Laterally bn:iced by a rigid sheathing material directly anached, unless otherwise noted. TC Dead 17.00 Rep Mbr Bnd 1.15 2-5 196 .08 Orating shown is for Literal support of components members only to reduce buckling length. '['his component shall not be placed hn any environment that psf MAX ) ER=CN (span) ' will cause the moisture content of the wood to exceed 1.97 mndlor cause connector plate corrosion. Fabricate, handle, hist ll :rad brace this uuss in. BC Live .. .00-psf O.C. Spacing 2- 0- 0 L/999 IN MEM 4-5 (LIVE) accordance with the following standards: 'JOINT DETAILS', by Tntsual, 'ANSUTPI 1', 'WTCA 1' - Wood Trass Council of America Standard Design Dead 13.00 Design Spec UBC -97 LF -.01" D= -.02" T= -.02" Responsibilities, 'HANDLING INS'T'ALLING AND BRACING METAL PLATE CONNEC'T'ED W0013 TRUSSES' - (HIO -9.1) and 1110-91 BC psf = Joint Loiticns SUMMARY SHEET' by TPI. The Truss plate Institute (rill) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The Americaan Forest and Dafl Ratio: L/360 'IC: L/480 1 0- 0- 0 4 0- 0- 0 Paper Association (APPA) is located at 1111 1hh Street, MU, Ste 800, Washington, DC 20036. TOTAL 46.00 psf 2 5- 0- 0 5 5- 0- 0 3 10- 0- 0 6 10- 0- 0 5-0-0 10-0=0. 54=0 t 5-0-0 1 2 3 4-9-7 I0-7 1� o.00 -10 00 r1-8-0 F_7-13 r S SIS ���F �si�?:��' I0-7-7 C.-, � PJ0. 4'59 m `CC Ex .12131136 -zr � Q �CA'�r:/ r (, rte... `. 4 62/20/2003 Truswal Systems Plates are 20 ga. unleRRI)sho�n by "18"(18 g "1- Scale: 9/32" = 1' H"(16 ga.), or "MX"(TWMX 20 ga.), posit]. ned per Joint Det YTs Report'. Circled plates and false frame plates are positioned as shown above. Shift Zable stud 12lates to avoid overlap with structural 121ates (or eta le). WARNING Read all notes on this sheet and give a COPY Of it to the Erecting, Contractor. TBF: 29.3 WT: 74 # - ' WO: JLWAEL - This design is for an individual building component not nvss system. It Isis been hased on specifications provided by the component manufacturer and clonecbk: Customer Name: in accordvnce with the current versions of TPI and APPA design stand:vds. No responsibility is assumed for dimensional accuracy. Dimensions are to be Da : me #LC = 14 da ���verified by the component manufacturer and/or-build'ung designer prim to fabrication. The building designer must ascertain that the kinds utilized on this design meet of exceed the loading imposed by the local building code Lind (lie pasicularapplication. The design assumes that the top chord is Laterally TC Live 16.00 psf DurFacs L=1.25 P=1.15 braced by the roof or floor sheathing and the bonom chord is Laterally bn:iced by a rigid sheathing material directly anached, unless otherwise noted. TC Dead 17.00 Rep Mbr Bnd 1.15 Orating shown is for Literal support of components members only to reduce buckling length. '['his component shall not be placed hn any environment that psf TRUSWAL SYSPEMS will cause the moisture content of the wood to exceed 1.97 mndlor cause connector plate corrosion. Fabricate, handle, hist ll :rad brace this uuss in. BC Live .. .00-psf O.C. Spacing 2- 0- 0 4445 Northpark Dr., Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by Tntsual, 'ANSUTPI 1', 'WTCA 1' - Wood Trass Council of America Standard Design Dead 13.00 Design Spec UBC -97 Responsibilities, 'HANDLING INS'T'ALLING AND BRACING METAL PLATE CONNEC'T'ED W0013 TRUSSES' - (HIO -9.1) and 1110-91 BC psf SUMMARY SHEET' by TPI. The Truss plate Institute (rill) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The Americaan Forest and Dafl Ratio: L/360 'IC: L/480 Tp5.0'Version T6.3.1 Paper Association (APPA) is located at 1111 1hh Street, MU, Ste 800, Washington, DC 20036. TOTAL 46.00 psf Job Name: 11waeo 5-6-0 Truss I®: F2 Qty: 2 ®rw : LUUJU51 VV't-VL`f EM X -IDC REPSII' SIZE RE12'D TC 2x6 Il%L #2 Plating spec - PMI/TPI - 1995 This truss is designed usirz tle 1 0- 1-12 1928 3.50 1.50 BC 2x6 DFL 112 THIS MSIIN IS THC CCPR1SrIE RESMT OF IBC -97 Oxh✓. Bldg Ek -closed = Yes 2 10- 2-12 2564 3.50" EM HM X12 h= 1.50" WEB 2x4 DFL SD*MPRD Lu» bar shear ally ebl es are per ITS -97. MCLTII.E LOAD USES. EZ7RM REILX SIE IIS sho, n are based ONLY Thus Location =- aid Zahe Lim No Eap Category = B 2 FU B28-2 TC Live azm VAim FER ICBD RE� FEFmr #1607. m the truss material at each bearing- fom: B3.L. = Bldg Lal-gtlh = 90.00 ft, Bjd3 Width = 40.00 ft Fiatrjers are rn&- designed for hmaza-,tal lids. will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in + + + + + + + + + + + + + + + + + + + + + + Nail pattern slnn is for PLP loads m1y- Loaded 10 PSF rcrt-cc --it Pe mata�ht brachia is 'fit' (by duet's) to I%iaan root bight = 22.39 ft, nph 80 SEE SDUX" CATALCG BC Dead Qax ntrated loads KLT be distriLvted to pzevent rotitiWtgspl li�� See HIB -91 and LEC Standard C gaan>✓y, D --d Load = 27.0 psf RR AII)MaM M`DJ PII'ICN LADIES each ly ��y. Ch1 nulls -ply with ��mei PMI/'I'PI 1-1995; 10.3.4.5 and 10.3.4.6. ----------IfAD OISE #1 MIM LOAM ---------------- Dir L.Plf L.Lcc R.Plf R.Lec LL/'II., TC FORCE AM END CBI use 3� mails nti.n. into the Caizzyyiun'r�q nal »�-. Ftrc mere than 2 plyy use adziitia>3l fastah- PLATM BASED CN GREEN LLT'BER VALM. 2 -PLY! Nail w/10d BDX, stagger>d M-97 2/ft TC Vert 66.00 0- 0- 0 66.00 10- 2- 5 .48 BC Vert 26.00 0- 0- 0 26.00 10- 0- 0 .00 1-2 -2523 .01 .10 .71 2-3 -2408 .01 .37 .38 ers as indicated fmn the back1 or use any d -her apprwad A -4 -ail (by cttheis). Sect -12) in: TC- 2/ft BC- 2/ft WEBS- -R*iaR AT RiGir L -M (if specified) is to be 10- 2-12 .35 EC Vert 92.00 10- 0- 0 92.00 10- lbsX-LLC IL + + + + + + + + + + + + + + + + + + + + + + installed per Sinpsal icatlahs and is .Type. • •++ PC Vert ]175.0 4- 5- 0 BC FCRM AM RM CSI 4-5 1858 .12 .56 .68 de igriel based al theollordrxg criteria for the aZ tit 2 PLY, 2x 8, .35 BC Vert 1111.0 6- 5- 0 .35 3111.0 8- 5- 0 5-6 1858 .12 .70 .82 sere speca.e as dzuri sL�h a1 this dtaA0Xr7. BC Veit .35 6 -TR 223 .00 .33 .33 WEB FLRCE CSI 6M FORCE CSI 2-5 2644 .54 MX 1EFZE1MCU (spmt) LV999 IN MEM 5-6 (LSVE) LF -.04" D= -.07" T`- -.10" Joint Locations 1 0- 0- 0 4 0- 0- 0 2 5- 0- 0 5 5- 0- 0 3 10- 0- 0 6 10- 0- 0 KBI TRUSWAI. SYSrBN(S 4445 Northpark Dr., Colo Springs, CO 80907 T1p5.0 Version T6.3.1 5-05-0-0 5-0-(- � i 5-0-0 10-0-0 �- 5-0-0 5-0-0 0-0-3 2-PLYS 1 3 REQU110''M F 10 -10 .001 11.7511 � 1111# � I.1111/ V 0-4S 4 5 6 5-6-0 Truswal Systems Plates are 20 ga. unless s}} "H"(16 ga.), or "MX"(TWMX 20 ga.), positi�f�t3 }}vIh y "18"(18 ga.) �((�� -' per Joint- DetailW Kort. Circled plates and false frame plates are positioned as shown above. Shift able stud lates to avoid overlag with structural glates (or sta le) WARNING Rend all notes on this sheet and;ive a coj v of it to the Erectin; Contractor. TBF: 65. This design is for int individual building component not mess system. It has been based on specifications provided by the component manufacturerand done Chir : in accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimansionak accuracy. Dimensions are to be Dsgrn : Inc verified by the component mmufachtrer and/or building designer prior to fabrication. The building designer anter ascertain that the loads mili'ted nn this design meet or exceed the loading imposed by Ilse local building code :rad the pnnicuLar application. The design assumes that the top chord is knot Hy TC Live braced by the roof or fluor sheathing and the bohont chord is Laterally braced b)• a rigid sheathing material directly nnached, unless oihei%vise noted. Bracing shown is for Lateral support of components members only to reduce buckling length. '['his component slcall not be placed in any environment that TC Dead will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live accoraLmce with the following standards: 7OINT DE'T'AILS', by Truswal, 'ANSIPfPI i', '\V'fCA V - \Vood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (Ii IB -91) and '14113-91 BC Dead SUMMARY SHEET" by TPI. The Truss Plate Imstinne (TPI) is lotted at 583 D'Onofrio Drive, Madison, \Visconsin 53719. The American roresi and Paper Association (AFPA) is located at 1111 19th Street, MV, Ste 800, Washington, DC 2(x)16. TOTAL `cam N . C45 82 � err c; p. 12/31/06 �sfhf ^C'/ OF Cr^,' IIS 2®2®/2®®3 Scale: 9/32" = 11 3 WT: 78 # WO: JLWAEL Customer Name: #LC = 14 da 16.00 psf DurFacs L=1.25 P=1.15 17.00 psf Rep Mbr Bnd 1.00 .00 psf O.C.Spacing 2- 0- 0 13.00 psf Design Spec UBC -97 46.00 psf DAI Ratio: L/360 TC: IV480 ]ob Name: 11wael U999 IN MEM 7-8 (LIVE) Truss I®: H 1 Qty: 1 ®rw : LOUJUS 1 UuIrr-u<3 BFB X-Llx RE4CP SIZE RE17'D TC 26 EFL #2 l b lf'1T ✓l recnwtd at Pada locatiaa slrxxa. l I1ais design based a -t diord bracing applied the fol' sd�ulle:: 1 0- 1-12 747 3.50 1.50" 2x4 DFL #1 & Btr. 2-4 S� stan3arcl rizr=; s (1X01087 0 01-0 01) . per oarrg c. frcrn to 2 15- 6- 7 721 3.50" 1.50" BC 2x4 EFL #1 & 13tr. Plating spEc P1�I/1PI - 1995 7I -11S LESIcN IS T E6 CD1R']3I'IE RESCILT OF 1L 24.00" 1- 8-12 15- 8- 3 TC FCPCE AXL BrD C3I LAB 2x4 DFL STAMMM 2x4 DFL #1 & Btr. 7-4 TlLLT'IPiE =CASES. Tiai.s truss is deS191;3d using the 1-2 -1054 .00 .15 .16 ELAaE VAUES PER ICBG RE3EARCl-I FUCRT #1607. E&-RnZ RFI`XJIREI' N S sham ale basecl CNX baarirEl. MC -97 fie• Bldg' Eh-lcsed = Yes 2-3 3-4 -861 .01 .48 .49 • Ihail- ge utast be provided to avoid pa7chig. PIATM BASED CN CR N IUISE 2 VAUES. a1 tl-e truss nateenal at eadi 1x4 nlir,. c a-ltirivaas lateral Jx-ing attad- ,d Truss Loatiai = n>3 2a -le -2449 .17 .65 .82 Rxl verticals designed for nodal loads only. to flat TC a1>a e indicated w/ 2-10d nails Line = lib , F>p Cat -jury = B Blclg 1 l = 90.00 ft, Bldg Width = 40.00 ft EC FCRM AXL BID CSI F.�tsirns above or beloar the truss profile each. JLn-ber nust )x structural gracl-. ��Se. r> � roof ]right = 21.03 ft, nph = 80 5-6 6-7 804 .3i 2449 .17 .28 (ifany ) regLu e ad9itional �ideratign (by others) fcr hm-iz. loads o-1 the bldg. Brace c 24° o.C. unless tai l Starrlala3 Ctcigaazry, Dad Load = 27.0 psf 7-8 .32 34 .00 .17 .49 .21 .21 Bracing show is for lateral support of components members only to reduce buckling length. This component shall not ba pLiced in any envirunment that TC Dead psf WEB FCRCE CSI VM FCJXE CSI O.C. Spacing 2- 0- 0 4445 NorlhparkDr.. Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by Trnswal, 'AN8111'PI 1', 'WTC'A F - Wood 1luss Council of America Standard Design 'HANDLING 'HIIt-91 2-6 404 .16 4-7 2486 .33 Responsibilities, INSTALLING AND BRACING i�4 L'I'AL,Fir\'rL" CONNEC'r1_13 WOOD TRUSSES' - (hilU-91) and SUMMARY SHEET' by TPI. Tho Truss Plate Inslirm ('I'I'I) is located at 583 D'Onufrio Drive, Madison, Wisconsin 53719. The American Forest and Din Ratio: L/360 1C: 1/480 3-6 -1611 .83 4-8 -632 .07 3-7 -252 .03 MAX 11EFTFr CN (span) U999 IN MEM 7-8 (LIVE) IF -.10" D= -.18" T= -.28" -� Joint Lxaticrs 1 0- 0- 0 5 0- 0- 0 2 1- 7-11 6 1- 7-11 3 8- 6- 3 7 8- 6- 3 4 15- 8- 3 8 15- 8- 3 6-1.0-8 8-6-3 3 7-2-1_ ) 15-5-3 4 T T 1.-6-7 2_3.3 l SHIP 'FFSsiogliv a � C=� Ex12(31/36 l e b`,6- 7 7.2.0 S-7-11 6 610 1-7-11 8-6-3 1.5-8-3 - _ Z®2®!2.®®3 Truswal Systems Plates are 20 ga. unless shown by "1.8" (1.8 ga.) , 5/16" 1' H"(16 ga.), or "MX"(TWPIX 20 ga.), positioned per Joint Details Report. Scale: = Circled plates and false frame plates are positioned as shown above. Shift aable stud glates to avoid overlag with structural latex (or stn le). WARNING Read all notes on this skeet and,ive a copy of it to the Erecting, Contractor. TBF: 38.0 WT: 94 # WO: JLWAEL This design is for all individual building component not truss system. ](has been based oil specifications provided by the component in:mufacnirer and (Tolle Chk: Customer Name: hl accordance with the current versions of TPI and APPA desieu siarulards. No responsibility is assumed for dimensional accuracy. Dimensions are io be Dsgnr: me #LC = 13 da 1 � ® verified by the component inanufaclurer and/or building designer prior lu fabrication. The building designer most ascerahl that the lands utiIi-red on this ��� design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that die rap chord is laremlly TC Live 16.00 psf DurFacs L=1.25 P=1.15 braced by the roof or floor sheathing and the bonom chord is laterally braced by a rigid sheathhig material directly attached, unless otherwise noted. 17.00 Rep Mbr Bind1.15 Bracing show is for lateral support of components members only to reduce buckling length. This component shall not ba pLiced in any envirunment that TC Dead psf TRUSWAL SYSTEMS will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, Ivaiidle, install and brace chis narss in BC Live .00 psf O.C. Spacing 2- 0- 0 4445 NorlhparkDr.. Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by Trnswal, 'AN8111'PI 1', 'WTC'A F - Wood 1luss Council of America Standard Design 'HANDLING 'HIIt-91 BC Dead 13.00 psf 1� Design Spec UBC -97 4n Responsibilities, INSTALLING AND BRACING i�4 L'I'AL,Fir\'rL" CONNEC'r1_13 WOOD TRUSSES' - (hilU-91) and SUMMARY SHEET' by TPI. Tho Truss Plate Inslirm ('I'I'I) is located at 583 D'Onufrio Drive, Madison, Wisconsin 53719. The American Forest and Din Ratio: L/360 1C: 1/480 Tp5.0 Version T6.3.1 paper Association (APPA) is loaned at 1111 191h Street, NW, Ste 800, 11'ashineton, DC 20036. TOTAL 46.00 psf Job Blame: 1Iwael 5 6 7 Truss I®: H2 -- Qty: I ®rw : UUUJV-P I uu't-Vs® EEG X -ILC MkCr SI222 RE12'D TC 2x6 DFL #2 Plating spec • PNSI/`I'PI - 1995 'THIS OF '[his des'based on dxmd bracu-9 applied the i.ollavi3Yg sc1>9drle: 1 0- 1-12 747 3.50" 1.50" 2x.4 DFL #1 & Btr. 2-4 LL-SICN IS THE COAPOSrIE RESMT per ncto.to 2 15- 6- 7 721 3.50" 1.50" BC 2x4 DFL #1 & Btr. ES KLTTPLE LOAD CIS. EEARIM REjJI1;0TNIS sho n are based CNLY - 8--12 15- 8- 3 TC 24.000"" 3- 8 2 TC FL12CE AXL 111 CSI WEB 2}.z1 ER. STRtNRR HAZE vAU&S FM IC90 RESEARCH RE1:aII' 41607. a -i the muss material at eadz bearu-.g. Taus truss is designed using the L12C-97 Oode. 1-2 -905 .00 .11 .11 Drainxa oust be pro✓ ded to avoid Pca-Aiurl. Loaded for 10 PSF 1nr-osrcuralt DOLL. IYA cnttilatous lateral Lnacirrg attad-,el Bldg IIrlesed = Yes 2-3 3-4 -676 -975 .01 .44 .45 .02 .44 .45 FLAT= BASED (N CSN 11MEER VALLES. Ek -A verticals c%igned for axial loads crily. min. to flat TC wllzt2 indicated w/ 2-I.Cd nails n-LLss Lccaba-i = Ehd 26ne Harriccal-je/Crxan Line = No E>P Categ-y = B shown is for Lateral support of components members only io reduce buckling length. This connponenrshall not be placed in any environment that psf TRUSWAL SYSTEMS ESd:ersicns above a Le -low the truss profile eadt. LLyibar dust be structural grade. , Bldg lenclth = 90.00 ft, Bldg Width = 40.00 ft BC FCRM AXL Hm CSI (if ananyy) recRtire additiaral cazside atirn aace C 24" o.e. unless rrte�d otherwise. Mean rrocif 1>°ight = 21.86 fl, mph = 80 5-6 643 .07 .12 .19 (by ct1>s) far hmd.z. loads a-1 the blcli. TOTAL 46.00 psf Lpc Stam -Land Cccupaixy, D:ad Thad = 27.0 psf 6-7 1012 Ja .26 .38 7-8 -74 .00 .26 .26 IEB FCFCE CSI WEB FCRCE CSI 2-6 328 .13 4-7 1089 .44 3-6' -377 _29 4-8 -655 .11 3-7 -310 .05 M4X iFFTFt CN (span) . IV999 IN MEM 7-8 (LIVE) IF -.03" Ik -.05" T- -.08" = Joint Locations = 1 0- 0- 0 5 0- 0- 0 2 3- 7-11 6 3- 7-11 3 9- 6- 3 7 9- 6- 3 4 15- 8- 3 8 15- 8- 3 3-7-11 1 3-7-11 3-8-12 �1 2 1.00 - 5-10-8 9-6-3 3 6-2-0 I 15-8-3 4 0-" 3-2-7 3-11-3 t t SHIP p�pF ESS/C... �` ESV _ cr,,' "�- L (� No. C 459 2 :30 LU!J rr` EX . 12/31/ f ln`. �� II s� I �.I 2/2®/2®®3 Scale: 5/16" = 1' WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep I&r End 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Ddl Ratio: L/360 TC: 1/480 5 6 7 8 3-7-11 5-10-S 6-2-0 3-7-11 9-6-3 15-8-3 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 aable stud 121ates to avoid overlap with structural later (or stn .le) WARNING Read all notes ort this sheet and give a Copy of it to thereCtill� Contractor. TBF: 41.3 WT: 103 # This design is for an individual building component not buss system. It has been based un speciticafions provided by the component manufacturer and]doneChk: accordance with the eurre a versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions areDs IfIracing me #LC = 14 9�mapdesign �ain ^ Rjf" A verifiedbythecomponentm:mufacmrermid/orbuildingdesignerpriorioLubrication. The building designer must ascertain that the loads titili2ed un ' nut is LueraTC Y � i meet or exceed rhe load'ung imposed by the local building code<mtl ilia particular application. The desien assumes the top chord Live 16.00 psf braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly aunched, unless otherwise noted. TC Dead 17.00 shown is for Lateral support of components members only io reduce buckling length. This connponenrshall not be placed in any environment that psf TRUSWAL SYSTEMS will cause the moisture content of the wood to exceed 19% rand/or cause conneciur plate corrosion. Fzbric te, handle, instill and brace this truss in BC Live .00 psf 4445 Northpark Dr., Colo Springs: CO 30907 accordance with the following standards: 'JOINT DETAILS', by Trusw d, 'ANSUTPI I', '\k"fCA 1' - Wood Trus Council of America Standard Design BC Dead 13.00 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PI..ATE CONNrcrei3 WOOD TRUSSES' - 0-110-91) and 1-1113-91 psf SUMMARY simEr by'I'Pl. The Titus Plate Instinne (TPI) is located ai 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and, Tp5.0 Version T6.3.1 Paper Association (APPA) is located at It l 1 19111 Sheet, N\v, Ste 800, Washington, DC 20036. TOTAL 46.00 psf p�pF ESS/C... �` ESV _ cr,,' "�- L (� No. C 459 2 :30 LU!J rr` EX . 12/31/ f ln`. �� II s� I �.I 2/2®/2®®3 Scale: 5/16" = 1' WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep I&r End 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Ddl Ratio: L/360 TC: 1/480 ob dame: Bir, X -ICC MkCr SIZE' REQ -D 1 0- 1-12 747 3.50" 1.50" 2 15- 6- 7 721 3.50" 1.50" TC FCRCE AM EM GSI 1-2 -824 -00 .16 .16 2-3 -561 -01 .30 -31 3-4 -561 .01 .30 .31 BC FCRCE AM END CSI 5-6 552 .06 .13 .20 6-7 579 .06 .18 .24 7-8 -122 .00 -18 .18 WEB F= CSI WE FCRCE CSI 2-6 230 .09 4-7 766 .31 3-6 129 .04 4-8 -664 .25 3-7 -381 .14 m DRFT>Y 1 aT (spari) 1/999 IN MEM 7-8 (LIVE) L= -.01" D= -.03" T= -.04" Joint Lrxatirns = 1 0- 0- 0 5 0- 0- 0 2 5- 7-11 6 5- 7-11 3 10- 6- 3 7 10- 6- 3 4 15- 8- 3 8 15- 8- 3 IC 2xG EFL #2 2)c4 DFL #1 & Btr. 2-4 BC 2x4 DFL #1 & Btr. WEB 2x4 DFL SMEARD aATE Wm FM IC90 1 F RE:= #1607 Drainage utast be prcuide-1 to avoid panting. PLAT N3 HTI,SED M Ci aN UPI ER VALLES. Ehd verticals designed for axial loads only Exteisitns above or below the bass profile (if a� ) ragLuxe additional crosideratiah (by ct --s) for h-Iriz. loads ah the bldg - 5 -4-11 4-4 I0-7-7 5-7-1.1 5-7-11. 5-R-12 Truss ID: H3 Platiaz7 spec :,AMI/TPI - 1995 TNSS LESIG3 IS THE t31YTO31IE RESULT OF TILTIPLE LMD CASES. BFARn,n FdD�r IlZF1vEM sl-oAn are basad MY on the truss ureter al at each bearing. Loaded for 10 PSF i=-ccxna.unlEnt B .L. 1x4 nun. eaithi cus Lateral bracing attad rxl to flat TC vi -ere indicated w/ 2-10d nails eadh. Iun>lzx mast be structural grade. BL -ace C: 24" o.c. unless noted ctheraise. 4-1.0-8 10-6-3 3 1 9-10-6 .00 1 This dpi9th based on d=d bracitrl applied per ti- fallo ung scx ale: ung: o.c- frnn to TC 24.00" 5- 8-12 15- 8- 3 This truss is clesicg ned using the LEC -97 OD:le. Bldg kh-A.0-sa1 = Yes 7l:wss; Location = End 2ahe Fivaicaihz/Ocean Line = No , EScp Category = B Bldg Ienzit1h = 90-00 ft, Bldg Width = 40.00 ft Wlea-1 roof Height = 22-70 ft, nph = 80 LBC Standard QDaapancy, Dead load = 27.0 psf 5-2-(l 15-8-3 4 15-8-3 5 6 }� 7 Truswal Systems Plates are 2 c711 bless shown b), 41111( a.) "H"(16 ga-), or "MX"(TWMX 20 �ja'j, positioned per J iPI: Details Report. Circled plates and false frame plates are positioned as shown above. 91ii.ft arable stud plates to avoid overlap with structural plates (or sta 8 5-2-0 15-8-3 WARNING Read all notes on. this street and give a coni' of it to the F.rectin;, Contractor. This design is for all individual building component not toss system. It has been based on specifications provided by the component m:mufacnner and done in accordance with the current versions of'rPT and APPA design standards. No responsibility is assumed for dimension -1l accuracy. Dimensions arc to be ® ��� verified by the component tnatudacnu-er and/or build'utg designer prior to fabrication. The building designer must ascernuiu du -v the loads utilized on this design meet or exceed the load'ung imposed by the local building code and the pmiicukar application. The design assumes that Ina top chord is Luetally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing nuuerinl directly attached, unless otltenvise noted. Bracing shown is for Lateral support of components members only to reduce bucld'utg length. This component shall not be placed in any environment that will cause the moisture, content of (lie wood to exceed 19% :rad/or cause connector plate corrosion. Fabricate, handle, install and brace this cuss in TRUSNAL SYSTEMS accordance with the following standards: 'JOINT DI31' V I S', bv'I'tvssval, 'ANMIT1'1 1', 'WTCA F - Wood Truss Council of America SI Indard Design 4445 Northpark Dr., Colo Springs, CO 80907 Responsibilities, 'HANDLING INS'T'ALLING AND 13PACING ME'T'AL PLA'T'E CONNE'CT'ED WOOD TRUSSES' - (1-118-91) and '1-1113-91 SUMMARY SHEET' by TPI. The Truss Plate Inslinoe (TPI) is located at 583 D'Onofrio Drive, Mndison, Wisconsin 53719. The American Purest and Tp5 . 0 Version T6.3.1 Paper Association (APPA) is located an 1111 19th Street, Mar, Ste 800, Washington, DC.^ -01)36. 4-10-7 5-7-3 SH "P TBF: 48.0 WT:115 # Chk: Dsgar: Inc #LC = 14 TC Live 16.00 psf TC Dead 17.00 psf BC Live .00 psf BC Dead 13.00 psf TOTAL 46.00 psf �OF E l0�� C7 L '�Z N.C4592m \ Ml E p. 12/346 2/2®/2®®3 Scale: 5/16" = 1' WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Dafl. Ratio: L/360 TC: L/480 job Name: jlwael Truss I®: H4 Qty: 1 ®rw : LVV3uS I uu't-u3I EM X -IX REACT' SIZE REQ'D TC 2x6 DFL #2 Plating spec : ANSI/TPI - 1995 nds design based ci chard bracing flied the fa ..,y sdx-:dtle: 1 0- 1-12 747 3.50" 1.50" 2x4 DFL #1 & Mr. 2-4 T14IS LE4IQV IS ME CUTISTIE RESULT OF per nlax O.C. fl= to 2 15- 6- 7 721 3.50" 1.50" BC 2x4 DEL #1 & Btr. i•1ULTIPLE LCAD G%SES. BE7.RDU RIWIlIF1aENIS sly are based acy TC 24.00" 7- B-12 15- 8- 3 'M FCRCE AXL BND CSI WEB 2x4 DFL SPAIVDZRD PLAZE VALLES PER ICBG REM*KH Ra:CRI #1607. az the truss, material at eadi hearing. Tins truss is designed using the ULC -97 Qx�. 1-2 -747 .00 .33 .33 Drainage tltist.be prided to avoid pondil-9. Dr Loaded far 1.0 F5F' rni-ca=url�t- BaL. 7X4 eati -ivals lateral. bracing attached Bldg F]-l.osed = Yes 2-3 3-4 -464 -347 .00 .17 .17 .00 .17 .17 PEA= BASED CN CREEN LLN)BER VAILES. a -d verticals desfor axial loads ars min. to flat TC N11_e inii.cated ti/ 2-100 nails r Truss Locatiaa = End Zn1e Ha-,-lcarp-/Oxon Lire = No Exp Category = B BC KPLE AXL M) CSI Extaasicns above ar below the truss profile sideratica (if -m) xe al.'s additional aai `arh. I raker oust be structural giro`. -� IDQ 24" o.c. unless Jvte1 ctlr�.l ase. , Bldg n th = 90.00 ft, Bldg Width = 40.00 ft 23.53 ft, ttph = 80 5-6 463 .05 .25 .31 (by ctfiers) fcr hari.z. loads cn the blcl7. LBC Starrlard root 1> 0-e. = = [R Ox, gaat> y, Dead Lead 27.0 psf 6-7 360 .04 .25 .29 7-8 171 .00 .11 .11 WE FCRCE CSI 4JEEI FORCE . CSI 2-6 130 .05 4-7 650 .26 3-6 .280 .09 4-8 -669 .46 3-7 -467 .32 MAX MIDMCN (spats) - 34/999 IN MEM 5-6 (LIVE) L= --041 D= -.011 T= -.3-11- _ 31"_ Joi-nt Lrxaticns 1 0- 0- 0 5 0- 0- 0 2 7- 7-11 6 7- 7-31 3 11- 6- 3 7 11- 6- 3 4 35- 8- 3 8 15- 8- 3 KmDI NO RCOJOU TRUSIVAL SYSTEMS 4445 Northparl• Dr., Colo Springs, CO 30907 Tp5.0 Version T6.3.1 7-0-11 IO -7-7 4-4 77-711__:1 7-7-1'1 7-8-12 t '1 2 33-108 4-2-0 11-6-3 15-8-3 3 4 1 00 �0 7-10-6 11-H-3 5 6 7 8 7-77-7-]1 3-108 4-2-0 Truswal Systems Plates are 20 ga. unleW-U- sown by "41186-1618 ga.) , 15-8-3 "Ii"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift aahle stud plates to avoid overlap with structural plates (or stat 6-6-7 7-3-3 SHIP `''VVAIMING Read all notes on this sleet and Ripe a. cohv of it to the Erecting Contractor. This design is for an individual building component not Cuss system. It Inas been based on specifications provided by the component nnamrfncnrer and done in accordance with the current versions of TPI and APPA design stuuLvds. No -responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to Fabrication. The building designer must ascertain duo the luads utilized un this design meet or exceed the loading iuipuscd by the local building code and the particular application. The design assumes Unt the top chord is bierally braced by the roof or floor sheathing and file bosom chord is latemily braced by a rigid sheathing nnaterial directly anached, unless otherwise noted. Bracing shown is for Lateral support of components members only to reduce buckling length. This component shall not be placed in :my environment iluu will cause the moisture content of the wood to exceed 1950 :radlor cause connector plate corrosion. Fabricate, handle, install and brace. this anus in accordance with the following standards: 'JOINT DETAILS', by Tnnswal, 'ANSUTPI 1', 1V'I'CA F - Wood Trois Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND 131ZACINO METAL I'LATr CONNECTI D WOOD TI:USSPS' - (1-1113-91) and '-1113-91 SUMMARY SHEET' by TPI. The Truss Plate Institute l"ITI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Purest and Paper Association (AFPA) is located at 1111 19ih Sheet, MY, Sae 800, Washington, DC 2(1)36. TBF: 52.7 Chk : Dsgnr: me TC Live TC Dead BC Live BC Dead TOTAL ,?,OFESS/p�q Jtq N .0455 2 :53 m O E' P. 12/31 / 6 X , 1` 7 2/20/2003 Scale: 7/32" = 1' WT:130 # WO: JLWAEL Customer Name: #LC = 14 da 16.00 psf DurFacs L=1.25 P=1.15 .17.00 psf Rep Mbr Bnd 1.15 .00 psf O.C.Spacing 2- 0- 0 13.00 psf Design Spec UBC -97 Deft Ratio: L/360 TC: L/480 46.00 psf J®b Blame: 11wael WT: 138 # Truss I®: H5 Qty: 1 Dow : c.UU-3u.') I v`2'r-vjL BIS X -LOC RFP.CT SITE IEQ' D TC ' 2>6 DFL #2 Platirng spec : A19SI,/1PI - 1995 This des' basad on dined bracing applied tl� folic. -g sd�ile: 1 0- 1-12 747 3.50" 1.50" 2x4 DFL #1 &)3tr. 3-4 THIS rESIW IS 712 CGRECSITE RESULT OF AL7LTIPIE Da"AD CASES. per nia2 o.0 fiat t8 15- 8- 3 2 15- 6- 7 721 3.50" 1.50" BC 2>,4 DFL #1 & Btr. 9EB c D 2K4 rM- BL'AR1N3 RIWIRENDUS sl -on are based MY ds 24.00" 9- 8-12 tnvss is clvsigr>zcl using the TIC F=AXL RMS CSI PfA3E VAUIS PFR ICED RESEARCH AEECRT # Drairage trust he provi&d. to avoid porriing. material on the truss at eadi b:aripg. Loaded for 10 PSF M-1-caBC1L. LP&This Blc1j L- C-?, i =Yes Bl L1rla� d3 1-2 2-3 -833 -539 .00 .13 .13 .00 .13 .13 PLAMrBASED CN GEM LTIBEIR VALLES. 1>:4 nun. oaltilavatis lateral 15raairrg attadrxl flat M iarlicated w/ 2-10d nails Tn.tss Lo:qtial = E]-cl Zone 3-4 -352 .00 .42 .42 Er -id verticals designated for axial loads cn1y. Eazsials alx>✓e or below the truss profile to i,Jjnrz call. LurT�s mrst ) stltirctrual grad?. 1-11r77a�1= 0 earl L it -e = No , EJcp (Qtegm-y = B / Bldg Ire th = 90.00 ft, Bldg Width = 40.00 ft . BC FCRCE AXE, END CSI (if aarn�rYy) require additional coiside atiaz bldg. Brace C 24" o.c. unless ixted otherwise. hYan roof he4-t = 24.36 ft, uph = 80 5-6 562 .06 .09 .16 (by others for hsaez. loads a1 th LC Strai�'d fir] , Dead I- ad = 27.0 psf 6-7 561 .06 .24 .30 7-8 221 00 .24 .24 WEB Fazm CSI WEB FCIiCE CSI 2-6 163 .07 4-7 579 .24 2-7 -401 .26 4-8 '-651 .72 3-7 -86 .10 146X IFJ:i>: CN (--pan) L/999 IN MEM 7-8 (LIVE) L- -.03" D= -.06" 'TL- -.09" - Joint Locations o 1 0- 0- 0 5 0- 0- 0 2 5- 0-14 6 5- 0-14 3 9- 7-11 7 9- 7-11 4 15- 8- 3 8 15- 8- 3 8-8-11 4-4 10-7-7 5-0-14 4-6-14� 6-0-8. 5-0-14 9-741 15-8-3 9-8-12 7 2 3 4 1�0 00 5-10-6 2-3 8-2-7 of ESS/lji F^ c (i� N .C45 82 r CCLU Ap. 12/34106 _�. r 2/2®/2®®3 Scale: 3/16" - 1' TBF: 54.7 WT: 138 # WO: JLWAEL 15-8-3 " S 6 7 8 Dsgnr: me 5-0-14 4-6-14 6-0-8 da Truswal Systems Plates are 20 WI nless slna�'18" (18 ga.1k 8-3 16.00 psf "H"(16 ga.), or "MX"(TWMX 20 ga. , positioned per Joint DetaAl Report. TC Dead Circled plates and false frame plates are positioned as shown above. Rep Mbr Bnd 1.15 Shift able stud 12lates to avoid overlap with structural plates (or staple) .00 psf WARNING Read all notes on this sheet and give a copy of it to the Erectin, Contractor. BC Dead This design is for ail bndividtul building component not tnrss system. It Inns been based on specifications provided by dte component mannfacarer and done Design -Spec UBC -97 In accordance with (lie current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are w be � �. K01 Nf®RRdesign verified by the component manufachn'er and/or build'ung designer prior to fabrication. The building designer most ascertain that the loads titilized un (Itis The design thai the top chord is Literally TOTAL meet or exceed die loading imposed by the local building code :md the particular application. assumes braced by the roof or floor shealhing and the bottom chord is laterally braced by a rigid sheahing material directly anached, unless otherwise noted. Banzm Bracing shown is for Lateral support of components members only to reduce buckling length. This component shall not be placed in any environmcnr Ihat will cause the moisture content of the wood to exceed 1946 and/or cuss connector plate corrosion. Fabricate, handle, install and brace this Huss in 4445 Norrtthpar Drr... Colo Springs, CO 90907 accordance will) the following standards: 'JOINT DE'T'AILS', by'1'tvswal, 'ANSIJTPI 1', 'WTCA 1' - wood'rntss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING NIETAL PLATT CONNECTED WOOD TRUSSES' - (4110-91) and 1-1113-91 SUMMARY SHEET' by TPI. The ,miss Plate Institute (rPI) is located at 5£13 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Tp5. 0 Version T6.3.1 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste SW, \lin:L.hington, DC 20036. of ESS/lji F^ c (i� N .C45 82 r CCLU Ap. 12/34106 _�. r 2/2®/2®®3 Scale: 3/16" - 1' TBF: 54.7 WT: 138 # WO: JLWAEL Chir; Customer Name: Dsgnr: me #LC = 14 da TC Live 16.00 psf DurFacs L=1.25 P=1.15 TC Dead 17.00 psf Rep Mbr Bnd 1.15 BC Live .00 psf o.C.Spacing 2- 0- 0 BC Dead 13.00 psf Design -Spec UBC -97 D91 Ratio: L/360 TC: L/480 TOTAL 46.00 psf job Marne: jlwael EM X -LCC REP= SIZE 1 0- 1-12 747 3.50" 2 15- 6- 7 721 3.50" TC Fi AXI, BIFID CSI 1-2 -813 .00 .21 ..21 2-3 -430 .00 .21 .21 3-4 -53 .00 .12 .12 4-5 -74 .00 .01 .01 BC FCRCE AXL END CSI 6-7 588 .06 .18 .24 7-8 586 .06 .18 .24 8-9 315 .03 .13 .16 9-10 292 .00 .07 .07 REt2'D TC 2x6 DFL #2 - 1.50" 2x4 LFL #1 & Bi 3-4 1.50" BC 2x4 M #1 & Bi WEB 2x4 DFL SD*1DAM FLARE VALLES ISR ICBG 17FSE71 KH RE= #1607 Leaded fcr 10 FSF rm-eai urmat Bi lAainage trust- be prad&d to avoid parlirg. PLA Ei'> CPI t3� I11+' ER VAJE3. aA verticals designed for axial Mists only Extensians abo✓e ar belom the truss profile (if �y )require additaazal oa,siderntiar (by otl r) fcr frff loads m the bldg. VM FAKE CSI WEB FUKE: CSI 2-7 252 .10 4-9 -105 .07 2-8 -518 .50 5-9 590 .24 3-8 475 .19 5-10 -648 .36 3-9 -545 .39 MX I;Tzr CN (spw'i) . W999 IN Mq 7-8 (LM) 1F -.02" I)= -.03" 76- -.05" Joint Locations 1 0- 0- 0 6 0- 0- 0 2 6- 0-14 7 6- 0-14 3 31- 7-11 8 11- 7-11 4 14- 5-15 9 14- 5-15 5 15- 8- 3 10 15- 8- 3 KB! ®� �0®/ AL TRUSWAL SYSTEMS 4445 Northpark Dr.. Colo Springs, CO 80907 Tp5.0 Version T6.3.1 Truss I®: H6 Qty ®4�}a Lvacing r �1i� at eadr locati.an sh:3, n. See starrlal.>:l detai is (TX01087001-001) . Plating spec : *EI/IPI - 1995 TELLS Lrniaq IS THE Ca'[EWTI); RESCIL,T OF plLTIPLE LOAD C7.SES. EEPRIlv; Rq) xmRajms sho at are based C ff Y az the truss t aterial at each bearing. 3-x4 min. cert-i.nnaas lateral )racing attadied to flat ac vd3ere indicted w/ 2-10d mails eadr. Lranbr nust be structural grace. Brad Cv 24" o.c. unless rcted etherise. 6-0-14 5-6-14 4-0-5 t 6-0-14-0-14 1L-7-11. 15-8-3 11-R-12 1 1 2 3 45 10 00 2=L�1- a i z Truswal Systems Plates are 20 ga H"(16 ga.), or "MX"(TWPIX 20 ga. Circled plates and false frame p Shift cable stud plates to avoid 1-4 9-3-15 3-7 2-3 7 8 40 6-0-14 5-6-_14 4-0-5 'dr(�T.jts shown 11 _7' j " (1815�A 3) positioned per Joint Details Report. ates are positioned as shown above. nverlan with structural olates (or sta 1 ®rw 71 -is cksign basal az chord bracing applied per the 1-01 rg sd�ec Ii rax o.c. Erin to TC 24.00" 11- 8-12 14- 3-13 'chis truss is designed using the IBC -97 Cb -b. Bldg F]rlcred = Yes R1-uss Lccstia-r = aid Zane I-Lu-ricne/Ck r Lil'1e = Pb , EV C�tegciry = B Bldg Les-rlth = 90.00 ft, Bldg Width = 40.00 ft Pl ar, roof 11-ight = 25.20 ft, nph = 80 LEC Standard Ckxupalry, Dead Load = 27.0 psf WARNING Read all notes on. this sheet and jive a Copy of it to the Erecting Coll.tractol'. TBE° 77.3 WT:188 # This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done C9ak : it accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions one to be Dsgnr: me #LC 14 verified by the component nivnrfacnlrer and/or building designer prior to fabrication. The build ting des lgner must asceitnnn that the loads utilized oil Inns design meet or exceed the loading imposed by ilia local building code and the particular application. The design assumes thin the top chord is later:;ll1' TC Live 16.00 psf braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shoann is for lateral support of components members only to reduce buckling length. This component shall not be ])Laced in any environment dim TC Dead 17.00 psf will cause the moisture content of the wood to unseat 19% and/or cause connector plate corrosion. Fabricate, handle, install and bice this truss in BC Live .00 psf accordance with the following standards: 'JOINT DE'T'AILS', by Tniswtd, 'ANSI/TPf 1', '\\rl'CA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PL4'I'E CONNECTED WOOD TRUSSES' - (14111-91) and 'HIB -91 BC Dead 13.00 psf SUMMARY SHEET' by "IPI. The Tniss Plate Institute (TPI) is located a(583 D'Onofiio Drive, Madison, Wisconsin 53719. The American purest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. _ _ _ TOTAL 46.00 psf try \h i9 �i\ No C 459132 m w� E 12/3,'/06x- �1 2/2®/2®®3 Scale: 5/32" = 1' WO: JLWAEL Customer Name: da DurFaca L=1.25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 DAa Ratio: 14/360 RC: L/480 ,ob Waine: 'Iwael 0-3,4 0-114 Truss I®: Hi Qty: 2 ®rw : LUU4u.') a UU19t_vj-lr' BIG X -LOC RD.CT SIZE REl2'D TC 2x6 DFL #2 Plating spec : _z�MI/TPI - 1995 Tums truss is designed using the LBC -97 Bae. 1 0- 1-12 1227 3.50" 1.50" BC 2x4 DFL #1 & Btr. 'THIS LTSI(ai LS THE t37nTOSI . RESLLT OF Bldg = YEildes . 2. 25-11-14 1227 3.50" 1.50" ` WEB 2x4 DFL SI M3ARD PLATE VAT.LIES PER IC93 R@ObRai RESP #1607. lVMTIPLE LOAD C8M - BEPRIIG REQOIREIIM S stn n are }_used Q><,Y Located Tiztss Itt�tiaz = Line = No IT¢2ical�/CLe<nn Lir>z = No Eap tegmy = B TC FCRCE- AXL 110 CSI Leaded fcr 10 FSF nm-ccnanuiat B3L. c n tl>° tsars naterial at eadz L�-vg- PL" r, BASS CN GZaN LIMBER UAI.I.IES. Bldg Length = 90.00 ft, Bldg Width = 40.00 ft 1-2 -1486 .00 .27 .27 Custamer Name: -,T P1?an xrof bright = 25.75 ft, nph = 80 2-3 -1337 .00 .27 .27 design meet or exceed the loading imposed by the local building code and the pazicular application. The design assumes that the top chord is laterally . TC Live 16.00 psf LEC standard O x At airy, D:ad Iced = 27. 0 psf 3-4 -1337 .00 .27 .27 will cause the moishve content of the wood to exceed 190 and/or cause connector phoe corrosion. Fabricate, handle, install and brace this truss in 4-5 -1486 .00 .27 .27 Design Spec UBC -97 Responsibilities, 'HANDLING INS'rALLING AND BRACING METAL PLATE CONNECTED WOOD TFUSSES' - (1-110.91) and BC KRCE AXL BND CSI Paper Association (APPA) is located at 1111 19th S(reet, MV, Ste 8N), Washington, DC 20036. TOTAL 46.00 psf 6-7 1134 :11 _43 .55 7-8 703 .08 .43 .51 8-9 703 .08 -43 .51 9-10 1134 .11 -43 .55 1,EB FCP.CE GSI WEB FORCE CSI 2-7 -494 .31. 3-9 690 .25 3-7 690 .25 4-9 -494 .31 M4X DEFLEI CN (span) ' L/999 IN MEM 8-9 (LIVE) 1- '-.06" D= -'.11" .T= -.17" = Joint Lo atirns 6-8-6 6-4-7 6-4-7 6-8-6 3. 0- 0- 0 6 0- 0- 0 6.8 6 13-0-13 19-5-4 26-1-1.0 2 6- 8- 6 7 8 9-13 3 13- 0-13 8 12- 0- 0 13-1143 13-0-13 4 19- 5- 4 9 17- 3-13 tl 2 3t 4 5t 5 26- 1-10 10 26- 1-10 Flo. 00 -10.00 ( . 11-6-1 •.. .4-4 =0-7-7 'If B'L TRUSIVAL SYSTEMS 4,145 Northpark Dr., Colo Springs, CO 80907 Tp5.0 Version T6.3.1 r,�� S=3-4 1:1 ti 9 Q_OFESSI()4 r }111, 1 4 10 i P:o. C *593 2 m =0-7 7 u3 , J ! T nc E;12/31/0 t PT 1 0-3,4 0-114 � F 26-1-10_ - 6 7 8 9 10 -8.9.13 8-5-15_ 8-9-13, � 17-3-1.3 26-1-11) ry • �®L®/�®®3 T8-9-1.3 ruswal Systems Plates are 20 ga. unless shoim by '18"(18 ga.), Scale: 1/8" = 1' H"(16 ga-), or "MX"(TWIJX 20 ga.),•positioned per Joint Details Report. Circled plates and false frame plates are positioned as.shown above. Shift aable stud Elates to avoid overla2 with structural 12lates (or staple). WARNING Read all izotes on this sheet and gli'e ([ copY of it to the Erecting Contractor. TBF: 78.7 WT:204 # WO: JLWAEL This design is for an individual building component not mss systema It has been based on specifications provided by the component manufacturer and done Chk: Custamer Name: in accortLvuwith the current versions of TPI and Ar PA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be e ns Dsg: me #LC = 14 nr da verified by the component manufacnver and/or building designer prior to fabrication. The building designer most asceittin that the loads utilized on this design meet or exceed the loading imposed by the local building code and the pazicular application. The design assumes that the top chord is laterally . TC Live 16.00 psf DurFacs L=1.25 P=1.15 braced by the roof or floor sheathing and the bottom chord k Iterdly braced by a rigid sheathing nnaterial directly atmched, Unless othentlise noted. TC Dead 17.00 psf Rep Mbr Bnd1.15 Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in :my environment that will cause the moishve content of the wood to exceed 190 and/or cause connector phoe corrosion. Fabricate, handle, install and brace this truss in BC Live ,.. 00 psf ' O.C. Spacing 2'- 0- 0 accordance with the following standards: 'JOINT DirrAILS', by Troswal, 'ANSI/TPI 1', 'WTCA 1' - woodji-oss Council of America Standard Design '1110-91 BC Dead 13.00 psf Design Spec UBC -97 Responsibilities, 'HANDLING INS'rALLING AND BRACING METAL PLATE CONNECTED WOOD TFUSSES' - (1-110.91) and SUMMARY SHEET' by T111. nue Truss Plate Inslin to (Hll) is located it 583 D'Onof io Drive, Madison, Wisconsin 53719. The American Forest and Defl Ratio: 1360 TC: 1480 Paper Association (APPA) is located at 1111 19th S(reet, MV, Ste 8N), Washington, DC 20036. TOTAL 46.00 psf Job Name: 'Iwael .31 .33 -Truss 1®: HiA - Qty: 1 ®rw : LUU3U51 vu+'*-vaa EM X -IDC RFPLT SIZE Rm'D 'IC 2>6 DFL #2 Fkb ]sacirg rxlnisaz aL coda lczatiaa sl-iasri. See starrlard is (TX01087001-001). 'Ibis tivss is designed using the I.EC-97 ODd=. 1 2 9- 2- 9 25-11-14 784 3.50" 1.50" 811 3.50" 1.50" BC 2x4 LffL #1 & Btr. 4EEI 2x4 DEI, SIATMARD Plating spac : ANSI/I'PI - 1995 Bldg EILloiled = Yes truss Irxatiai = EYA 7A'te 1 0- 0- 0 5 0- 0- 0 2 4- 0-.0 6 PLATE VAUM3 PER ICED RESEARCH Rte= #1607. 'TELLS IBSICN IS THE 014pcsm RESULT OF PUMPLE LCAD CA.23. Eblr cane/o can L tai = bb Exp C,ta�SY = B TL 1-2 FORCE 105 AXI, EM GSI .00 .21 .Ll Loaded for 10 PSF nm-eea• zu nt B3L. PLMTIM BASED CN GZEEN .L YEM VAU ES. BEARDr; RF32jnR P1a4M shorn are based ONLY Bldg Irsgth = 90.00 ft, Bldg Width = 40.00 ft D.an root he4-it = 25.75 ft, nph = 80 2-3 -728 .00 -29 .29 Ehd verticals designed for axial loads a-ily. a1 the truss neaterial at each b-iig. LBC Standard O=xp-•ry, Lead Load = 27.0 psf 3-4 -869 .00 .29 .29 E 4,talsiazs above or below the truss profile Responsibilities, 'HANDLING INSTALLING AND BRACING h4HTAL PLATT CONNECTED N4GOD TRUSSES' - (FIIB-91) and -91 paf SUMMARY SHF,L'T' by TPI. The Truss Plate Institute (IPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and � Paper AssocLation (AFPA) is located at 1111 19th Sheet, N\V, Ste 8(e), W;ishbtgton, DC 20D36. (if a1ay) nc�Anlle ad ditiazal culsideratia•t bnz. BC FUKE AM END CSI (by otlr�re) f� loads as tl-e bldg. 5-6 416 .03 .31 .33 6-7 677 .08 .31 .38 WFB MKI: CSI V B KPCE CS1 1-5 -169 .18 2-6 732 .27 2-5 -666 .62 3-6 -516 .32 PIAX EEFL .TItN (span) L/999 IN MEM 5-6 (LIVE) LF -.05" D= -.09" 'N = Joirh. locations 1 0- 0- 0 5 0- 0- 0 2 4- 0-.0 6 8- 3- 0 3.10- 4- 7 7 17- 0-13 4 17- 0-13 KH CL TRUSWAL SYSTEMS - 4445 Northpark Dr., Colo Springs, CO 80907 Tp5.0 Version T6.3.1 4-0-0 6-4-7 6-8-6 4-0-0 10-4-7 17-0-13 4-()-()13-0-13 1. 2 3 4 10.00 -10.00 A.A 2.5-4 In p�OFERRSSS�'�1/ k, . ��0� C m No. w 4592 �� CExp. 2;21/06 2®2®/2®®3 Scale: 1/8" = 1' WO: JLWAEL Customer Name: .da DurFacs L=1.25 P=1.15 Rep Mbr End 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Daft Ratio: W360 'IC: L/480 0.-jf4 1 17-0-13 9-0-13 STUBS 6 7 R-3-0 3-9-13 8-3-0-3-0 17-0-13 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), H"(16 ga.), or "MX"(I'WMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift able stud Tates to avoid ovei.laIg with structural rates (or sta le) WARNING Rend all motes on this sheet and give a col)1' of it to theErecting Contractor. TBF: 61.3 WT:157 # This design is for an individual building component not truss system. It has been based on specifications provided by the component nsuinfacntrer and done Calk: in accordance with the current versions of TPI and AFPA design smndnrds. No responsibilii), is assumed for dimensional accuracy. Dimensions are to be Dsgnr: me #LC = 14 verified by the component nnanufacrorer and/or building designer prior m fabrication. The building designer must ascentiabt that the loads wilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally TC Live 16.00 paf braced by the roof or floor she thing and the bottom chord is Literally braced by a rigid sheathbtg motorial directly attached, unless otherwise noted. TC Dead 17 .-00 paf Bracing shown is for lateral support of components members only to reduce bucMing length. ']'his componem Stull not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .00 ps f accordance with the following standards: 'JOINT DE'T'AILS', by Truss al, 'ANSIPI'PI 1', *WTCA I' - Wood Truss Council of America Standard Design 'MIB BC Dead 13.00 Responsibilities, 'HANDLING INSTALLING AND BRACING h4HTAL PLATT CONNECTED N4GOD TRUSSES' - (FIIB-91) and -91 paf SUMMARY SHF,L'T' by TPI. The Truss Plate Institute (IPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and � Paper AssocLation (AFPA) is located at 1111 19th Sheet, N\V, Ste 8(e), W;ishbtgton, DC 20D36. TOTAL 46.00 pe f 2®2®/2®®3 Scale: 1/8" = 1' WO: JLWAEL Customer Name: .da DurFacs L=1.25 P=1.15 Rep Mbr End 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Daft Ratio: W360 'IC: L/480 ]®b Name: `lwael 1 0- 0- 0 7 Truss I®: H8 - Qty: I ®rw : LUUJu5 I BIS X -IOC REACT SIZE REQ'D TC 2>6 DEL 42 Plating spec : AMI/`IPI - 1995 This des* h basal on diord br--g apPlied the follovirg sdieclll.e: 1 0- 1-12 744 3.50" 1.50" 2x4 M III & Btr. 2-5 THIS MTCN IWE=RESULT OF HE WE= per nlax 00 C. from to 2 15- 5-14 744 3.50" 1.50" BC 2x4 DFL irl & Btr. VM e..4 DFL "m��D P'IILTIPLE LOAD CASES. B�RTI9; Rlj`S11REM[I115 sh3,n are based ONLY TC 24.00" 1- 8-12 13- 9-13 TC FCfl2C£ AXL &M CSI PLATE VA= PER IC90 RES'EPRCH Ra:CR ' #1607. az the truss mate17a1 at each baarit'g. This truss is d sigried usi -ig tl-re Code. 1-2 -866 .00 .09 .09 1x4 thin. cnhtiraaaas lateral hlacug attad-ad to flat Ic Q---xe indicated w/ 2-10d nails Dr'in ge must be paovided to avid pzx3ug. PLAT to BASED CN GREEN LIMBER VAUES • LBC -97 Bldg E]rlceed = Yes 2-3 3-4 -1933 -2020 .06 .07 .21 .27 .14 .21 each. Lunlxr mast ]x st�lcL-ual. grade. BC Live .00 psf Truss lo-at;ah = Ehhd Zc B El n Line = 1`b E]p Cly = 4-5 -2020 .07 .22 .29 Brace Q 24" o.e. lidless lxated otherwise- Bldg L�rith = 90.00 ft, Bhi7 Width = 40.00 ft dg Ler ith = 5-6 -873 .00 .09 .09 1 -jean roof lgight = 21.03 ft, mph = 80 BC Ft]3'E AXL BLD CSI . LBC Stanj=iri Oxt>par�y, Dad Load = 27.0 psf 7-8 565 .07 .08 .15 8-9 577 .08 .08 .IS 9-10 2062 .27 .12 .39 . 10-11 579 .08 .10 .17 11-12 565 .0'7 .10 .17 VM FCRCE CSI VES CSI 2-8 82 .03 4-10 -242 .03 2-9 1401 .57 5-3.0 1483 .60 3-9 -290 .03 5-11 98 .04 3-10 -77 .03 MAX i ER=C N (span) L/999 IN MEM 9-10 (LIVE) L= -.06" D= -.12" T= -.18" = Joint rc atiohs = 1 0- 0- 0 7 0- 0- 0 2 1- 7-11 a 1- 5-15 3 5- 8- 8 9 5- 8- 8 4 9-11- 2 10 9-11- 2 5 13-11-15 11 14- 1-11 6 15- 7-10 12 15- 7-10 1NORCAL TRUSWAL SYSTEMS 4445 Northpark Dr., Colo Springs, CO 80907 Tp5.0 Version T6.3.1 1-7-11 -, 4,013 4-2-9 t 4-0-13 1_-7-11 - 1-7-11 5-8-8 941.-2 13-11.-15 15-7-10 1-8-12 1-8-12 1 -tl 3 4 5 6 100 t 12-0-0 , -10.001 T _4 2-3-3 I0_7_7I SHIP uCP J NO 0459 C+- E 12/31/ 6 J� 7 8 9 1O 1.1 12 1-5-15 4-2-9 4-2-9 4-2-9 1-5-15 ' �GF�t,;IF 1-5-15 5-8-8 9-11-2 14-1-11 15-7-10 �-- -- 2®2®/2®®3 Truswal Systems Plates are 20 ga. unless shown by "1811(18 ga.) , Scale: 5/16 = 1 , "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 later to avoid overla .with structural elatesjor staple). WARNING Read all motes on thissheet and glpe a coup of it to the Erectlrrg Contractor. TBF: 42.0 WT: 99 # WO: JLWAEL This design is for ao individual building component not moss system. It has been based on specifications provided by the component manufacturer and done. Chic: Customer Name: in accordance with the current versions of TPI and AFPA design setndnrds. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgnr: me #LC = 13 da verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized un this design meet or exceed the loading imposed by the local building code a nd the particular application. The design assumes that the. top chord is Laterally TC Live 16.00 psf DurFacs L=1.25 P=1.15 braced by the roof or floor sheathing and the bottom chord is Laterally braced by a rigid sheathing material directly attached, unless othemvise noted. TC Dead 17.00 psf Rep bibr Bnd 1.15 Bracing shown is for Lateral support of components members only to reduce buckling length. This cumpnnem shall not be placed in any cnvironmem that will cause the moisture content of the wood to exceed 19% and/or cause amnneelor plate corrosion. Faabricate, handle, bnsrall and brace this truss in BC Live .00 psf O.C. Spacing 2- 0- 0 accordance with the following standards: 'JOINT DETAILS', by'l'rttswal, 'ANSI/TPI 1', 'wTCA F - Wuod'I'mss Council of America Standard Design '11111-91 BC Dead 13.00 psf Design Spec UBC -97 Responsibilities, 'HANDLING INSTALLING AND BRACING N11.TAL PLATE CONNECTED WOOD TRUSSES' - (HIB-Jq and SUMMARY SHEET" by TPI. The Tntss Plate Inslimte 01111) is located :d 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and D.fl Ratio: L/360 TC: L/480 Paper Association (APPA) is located at .1.111 19th Street, MV, Ste 500, Washington, DC 22.16. TOTAL 46.00 psf lob Name: ilwael Truss I®: H9 Qty: 1 ®rwg: %,UU.3U. yyoa-vim 1--A B[n X -I OC REACT SIZE RE12'D TC 2x6 DFL #2 1 0- 1-12 744 3.50 1.50". 2x4 DFL #1 & Btr. 2-4 2 15- 5-14 744 3.50" 1.50" BC 2.c4 DEL #1 & Btr. 3-5-15 7-9-13 12-1.-11 15-7-10®20 ®200� �ruswal FM 2x4 DFL Sly TC FCRCS AXL END CSI PLATE VALIES PER ICBG RFSFAISH R� 4#1607 1-2 -877 .00 .10 .10 Drainage mast be provided to avoid pa-rhng- 2-3 -981 .02 .20 .21 PLATII`?s BASED CN aEEN ELMEER VALLkS. 3-4 -981 .02 .20 .21 . 4-5 -877 .00 .10 .10 in accordance with the current versions of'1'PI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions arc to be BC FORCE AXE, END CSI 6-7 611 .08 .09 .17 7-8 616 .07 .12 .19 8-9 616 .07 .12 .19 9-10 611. .08 .09 .17 WEB FC%2CE CSI WEB FICKE CSI 2-7 131 .05 4-8 427 .17 2-8 427 .17 4-9 131 .05 3-8 -324 .06 MAX IX9.l'1:t"rrCN (span) - L/999 IN MEM 8-9 (LIVE) LF -.01" D= -.03" T`= -.04" = Joint Trratials = 1 , 0- 0- 0 6 0- 0- 0 2 3- 7-11 7 3- 5-15 3 7- 9-13 8 7- 9-13 4 1i-11-15 9 12- 1-11 5 15- 7-10 10 7S- 7-10 3-8-11 4-4 I0-7-7 3-73-7_1 3-7-11 3-5-12 t 1 2 1�O.p0 r Plating Spec ' PNSI/'rPI - 1995 THIS MI(N IS 91E CGU:CSrIE RM LT OF fh1ULTTPLE LOAD G�SM. BEmuyu ReLIJIRFh1ENTS shoAn are barged aCY a1 the truss material at eada hearilig. I-cadEd for 10 PSP ren-aayxirre1t BCLL. 7x4 min. onntitauzrs lateral blacit-ig attad-i-d to flat TC vi -a -re indicated w/ 2-10d nails ead1. L Ther trust- be structural gra�a. mace n 24" o.c. unless noted etlk-rwise. 4-2-1 4-2-2 3-7-11-I 7--9-13 11-11-15 1.5-7411 3-5-12 .3 4 5 5-0-6 -1 This desiggnn based a1 d-,ord hracirg applied per k1L fwllaoir>7 edrxlil.e: mute o.c. fivth to TC 24.00" 3- 8-12 11- 9-13 This tniss is designed using the MC -97 Cb3e. Bldg Ilrlosed = Yes Truss Lrxatia-1 = @:id ZCM Fiujicmje/C can L&M = No , EV Ctktegary = B Bldg L I i = 90.00 ft, Bldg Width = 40.00 ft h>ran 1.=f heicAlt = 21.86 ft, mph = 80 ur stal]3ard octalparry, Aad Iced = 27.0 psf 3-11-3 e4t(��ESsirj6 S14iP Ats, 9i I0_7_7 "` �� fr) . C 5302 M xi 2/ 1/ 06 u G. 15-7-10 C 6 7 5 9 10 3-5-15 4-3-144-33-1_4 3-5-15 3-5-15 7-9-13 12-1.-11 15-7-10®20 ®200� �ruswal Systems Plates are 20 ga..unless shown by "18"(18 ga.), Scale: 5/16" = 1' 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 crable stud 12lates to avoid overla with structural Tates (or eta le) WARNINGRead all rotes on. this sheet rout Alpe a cojJj, of it to the rectin Contractor. YY TBP: .42.0 WT: 108. # WO: JLwasL . This design is for an individual building component not truss system. h tuts been based on specifications provided by the component mlnufncturer mid done Ch -k Customer Name: in accordance with the current versions of'1'PI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions arc to be Degnr: me #LC = 14 da B ��� verified by the component manufacturer and/or building designer prior to fabrication. 'i'he build'ung designer must ascenaiu timrt the loads utilized on this 'rhe is Wetnlly P=1.15 11K design meet or exceed the loading imposed by the local building code and the particular application. design assumes th t rhe top chord TC Live 16.00 psf DurFaee L=1.25 braced by the roof or floor sheathing and the bottom chord is Literally braced by a rigid sheathing material directly attached; unless otherwise noted. TC Dead 17.00 pef Rep Mbar Bnd 1.15 Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed many environment that TRUSWAL SYSTEMS will cause the moisture content of the (rood to exceed 19% and/or cause connector pL•ne corrosion. Pabricme, handle, install and brace this (lugs in BC Live .00 pef O.C. Spacing 2- 0- 0 4445 Northpark- Dr.. Colo Springs. CO 80907 accordance with the. following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'W'rCA 1' - Woud Truss Council of America Standard Design 'HANDLING 'HI11-91 BC Dead 13.00 psf Design Spec UBC -97 Responsibilities, INS'T'ALLING AND BRACING MM'AL PLATE CONNEC'T'ED WOOD'rRUSSES' - (1-1111-91) and SUMMARY SHEET' by'rPl. 'rhe Truss Plate hhstimte (TH) is located at 583, D'Onofrio Drive, Madison, Wisconsin 53719. Thi Anherican Forest and I D --a ratio: L/360 TC: L/480 Tp5. 0 Version T6.3.1 Paper Association (APPA) is located at 1111 19111 Street, N`W, Ste 81.10, Washington, DC 20036. TOTAL 46.00 psf ]®b dame: jimel Truss ID: H 10 Qty: i ®r`nt : L(UU.5U51 VV14-UZ0 FM X -IOC RE1tCI' SIZE RF12'D TC 2)6 DFL #2 Platu-g spec : AVSI/IPI - 1.995 This desi�. h Lased a7 a=d h---9 aplied 1 0- 1-12 744 3.50" 1.50" 2x4 DFL #1 & Btr. 2-3 THIS EMICN IS THE CIPlPCSrM RES'CLT OF per U-ja following sd-kadlile: 2 15- 5-14 744 3.50" 1.50" BC 2x4 DFL #.1 & Btr. Wry 2x4 DFL SIPIMAND KLTIPLE LOAD OiSES. BE•ARIbG RD2jjM1F M sho n are biased ONLY 11)3x O.C. frnn to 7C 24.00" 5- 8-12 9- 9-13 TC F ZCE AXL, RD CSI BATE VAUES HI2 ICBO REM*? al FEE= #f1607. on tl-e tn:uss naterial at each ba.azds:g. This tXXISS is dasicy-ied using the 1-2 -822 .00 Drairoge mast be provided to a0oid pcndip:j. L for 10 PSF ncri-c rlcal eat BOLL. LEC -97 Cb3e. 2-3 .16 .16 -559 PLATIN" BASIM CN GZEEN LTPM VAILPS• 1x4 min. cahtinaans I.atetal bamiV attad)ad Bldg EYrlosed = Yes 3-4 .01 .21 .21 -821 to rlaL- TC Q -,a -e urticated w/ 2-10d nails nlxss LocatiaZ = Eld Zane .00 .17 .17 eadh. ltanba- mast be strtzctlnal gtach. ITuz-.can)e/Ckearh Lire- = No,ENp Cattegeny = B BC FCS AM » CSI Br.'ace c 24" o. c. uihless r�e.d otlheivise. Bldg Laa�tlh = 90.00 ft, Bdg width = 40.00 ft 5-6 551 fi root lheigl-it = 22.70 ft, nph = 80 6-7 .06 .12 .18 556 .06 .13 .19 UBC Starldard oxljparry, D --ad Load = 27.0 psf 7-8 551 .06 .13 .19 WEd KFICE CSI WM Ftp C3I 2-6 207 _08 3-7 209 .09 2-7 165 .11 MAX r'G't•T xra CN ( � L/999 IN MEM 7-8 (LIVE) IF -.01" D= -.02" T= -.03" Joint Lcr-t-icns = 1 0-0-0 5' 0-0-0 5-7-11 4-4-3 5-7-7:1 2 5- 7-11 6 5-5-15 5-74.1 9-1.1-15 15-7-10 3 9-11-15 7 9-11-15 1� 4 1S- 7-10 8 15- 7-105-8-12 1 3 4t 5-4-11 44 I0-7-7 '1'%'FBI O RCAL TRUSWALSYSTFMS 4445 Northpark Dr., Colo Springs, CO 80907 Tp5.0 Version T6.3.1 1 4-0-I1 t -10.001 1.5-7-10 5 6 17 8 5-7-3 SH 11, 1(0-7 oe SS!� ✓9 No C 459 2 f; Ml ZID Com"- E- . 12/31/ 6 5-1.5 - 4-5-15 5-75-7-11.Truswal Systems Plates are a-lrnless shown bR 1"�t18 ga.), "H"(16 ga.), or "MX"(TWMX 2 ?), positioned pei�' 6i3rt Details Report-. 15-7-:10 Circled plates and false frame plates are positioned as shown above. Shift aable stud 12lates to avoid overlap with str crural J21ates (or sta le) WARNING Read all notes on this skeet and give a cony of it to the Erecting Contractor. TBF: 46.0 WT:109 # 'rhis design is for an bndividahl building component not truss system. it has been based on specifications provided by the component mnnufaclurer and duneChk: in accordance with the current versions of TPI and AFPA design scmdards. No responsibility' is assumed for dimensional accuracy. Dimensions are to be 14 verified by thrn e component anufaclurer and/or build'ung designer prior to fabrication. the inhds utilized on this Dsgnr: me #LC = design meet or exceed the loading imposed by the local building code and tine patricular application. The design assumes that the lop chord is bnendly TC Live 16.00 psf braced by the roof or floor shealhbhg and the bottom chord is Literally braced by a rigid sheathing material directly anached, unicss otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This compunent shall not be pLiced in any environnnent dict TC Dead 17.00 psf will cause the moisture content of the wood to exceed 197- mid/or cause cumrcctor plate corrosion. Fabricate, handle, install and brace this buss bhBC Live .00 psf accordance with the following standards: 'JOINT DETAIL C', by Trtswal, 'ANSIITPI r, 'NV'rCA r - Wood Truss Council of America St:nuLu'd Design Responsibilities, 'HANDLING INSTALLING AND BRACING Nf1s TAL PLATE CONNECI'l-D WOOD'I'RUSSES' - (1 -TIB -9 L) and '1-II13-91 BC Dead 13.00 pof SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofriu Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 191h Sheet, MV, Ste 800, Washington, DC 1-0036. TOTAL 46.00 psf 0jC 2/2®i2®®3 Scale: 5/16" = 1' WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2'- 0- 0 Design Spec UBC -97 Daft. Ratio: 14/360 TC: L/480 Job Name: jlwael 0_�,4 (1-�,4 Bf. X -IOC R9= SIZE RE12'D . TL 26 DFL #2 1 0- 1-12 744 3.50 1.50 BC 2x4 DFL #1 & Btr. 2 15- 5-14 744 3.50" 1.50" kEB 2x4 DFL S'I MPRD "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. PLANE VALUES PER ICBJ RESURM REF= #1607 IC FC&iCE AXL MD CSI T caded for 10 P3F rrn ccro-ir art BCLL. 1-2 -826 .00 .09 .09 WARNING Read all notes on this sheet and give a Copy of It to the Ereeting Contractor. TBF: 46.0 WT: 116 # 2-3 -643 .00 .09 .09 Chk: 3-4 -643 .00 :09 .09 CALverified by the component mvnufacmrcr and/or building desiener prior to fabticalion. 'I'Ine building designer mtnsi ,,sceiiain tli it tlne loads uiilized on this The design that the top chord is laterally 4-5 -826 .00 .09 .09 design meet or exceed the loading imposed by the local building code and the particular application. assunnes braced by the roof or fluor sheathing and the buhonn chord is laterally braced by a rigid sheathing material directly aruclned, Unless otherwise noted. TC Live 16.00 psf TC Dead 17.00 psf BC KPLE AXI, RM CSS 6-7 659 .06- .33 .39 aR 5 Noril,parDrr... Colo Springs. Co 90907 accordance with the following standards: 'JOINT DETAILS', by Troswal, 'ANSI/TPf 1', \%rfCA 1' - Wood Truss Council of America Standard Design 'HIB 7-8 659 .06 .33 .39 Responsibilities, 'HANDLING INSTALLING AND BRACING IvlI:TAL. PLATE CONNECTED WOOD TRUSSES' - (11113-91) and -91 WEB FCRCE CSI WEB FMCE CSI Tp5.0 Version T6.3.1 2-7 ' -291 .13 4-7 -291 .13 3-7 490 .20 M9X EEFLBIZCN (spm) ' In/999 IN MEM 7-8 (LIVE) IF -.03" D= -_05" T= -.08" Joint Locatims "Truss ID: H 1 1 Qty: 7 Drwg: Plating spec : 7,MI/TPI - 1995 'lhi.s truss is dasigi-aa using the THIS MIM IS TAE GMUSPIE RESL LT OF MC -97 0-&- Bl EtrlcGed = Yes M1BI �'UTIPLE LOAD � shci.n are based CNLY •n,>ss Locatirn = nY1 za-,e Ci the truss material at ead-i bear:in7.. FluzY.c21-ie/O0e n Liije = bbDp category= B PLATIM BASED av GREENUMBER VAIM. Bldg Le�01 = 9o.00 ft, Bldg width = 40.00 ft Alean root height = 23.57 ft, nph = 80 LpC Standald 60a. aancy, Ikad Lcad = 27.0 psf 1 0- 0-.0 5 15- 7-10 4-0-14 3-8-15 3-8-15 4-0-14 2. 4- 0-14 6 0- 0- 0 3 7- 9-13 . 7 7- 9-13 4-0-14 7-9-13 1.1-6-12 15-7-10 4 11- 6-12 8 15- 7-10 7-9-13 l 7-9-13 I 2 3 4 5� Flo. -10.00 7-1-9 44 I0-7-7 7-4-1 SHIP t-4 I0-7-7 eROFESS/O N4 (� J N0- .4598_ Or- Exp. 12/31106 2/2®/2®®3 Scale: 7/32" - 1' w0: JLWAEL ' Customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 o.C.Spacing '2- 0- 0 Design Spec UBC -97 Defl Ratio: L/360 'IC: 14/480 0_�,4 (1-�,4 � 15-7-10 __ - 6 7 8 7-97-9-13 7-9-1.3 t Truswal Systems Plates are 20 ga. unlegfl)-F;iiown by "18" (18 ga.) , 15-7-10 "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 able studplates to avoid overla with structural lates (or WARNING Read all notes on this sheet and give a Copy of It to the Ereeting Contractor. TBF: 46.0 WT: 116 # This design is for an individual building component not huss system. It Inas been based on specifications provided by the component manufacturer and done Chk: in accordance with the current versions of TPl and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Da : me #LC = 14 gnr CALverified by the component mvnufacmrcr and/or building desiener prior to fabticalion. 'I'Ine building designer mtnsi ,,sceiiain tli it tlne loads uiilized on this The design that the top chord is laterally design meet or exceed the loading imposed by the local building code and the particular application. assunnes braced by the roof or fluor sheathing and the buhonn chord is laterally braced by a rigid sheathing material directly aruclned, Unless otherwise noted. TC Live 16.00 psf TC Dead 17.00 psf Bracing shown is for Lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that Will cause the m0iJ%tnre Content of the wood to exceed 197. and/or Cause connector plate contusion. 1°abricate, handle, install and brace this it ss in BC Live .00 psf aR 5 Noril,parDrr... Colo Springs. Co 90907 accordance with the following standards: 'JOINT DETAILS', by Troswal, 'ANSI/TPf 1', \%rfCA 1' - Wood Truss Council of America Standard Design 'HIB BC Dead 13.00 psf - Responsibilities, 'HANDLING INSTALLING AND BRACING IvlI:TAL. PLATE CONNECTED WOOD TRUSSES' - (11113-91) and -91 SUMMARY SHEI I" by TPI The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Foresr and Tp5.0 Version T6.3.1 Paper Association (APPA) is located at 1111 19th Street, NW, Ste R00, Washington, 000036. TOTAL 46.00 psf eROFESS/O N4 (� J N0- .4598_ Or- Exp. 12/31106 2/2®/2®®3 Scale: 7/32" - 1' w0: JLWAEL ' Customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 o.C.Spacing '2- 0- 0 Design Spec UBC -97 Defl Ratio: L/360 'IC: 14/480 Job Name: jlwael 2/20/2003 Truss I®: H 12 Qty: I ®rw : LVU3 V-5 l UU'*-Us,D EM X -LCC RFP.CT SIZE RD?'D TC 2x6 DFL #2 Platin: AD1SI/1BI - 1995 Tl- s dasi based on d�rd hracaxxi applied the fo lo^uzJ sci >le: 1 0- 1-12 751 3.50" 1.50" 2x4 DFL #1 & Btr. 2-5 'THIS MICN IS THE, Ca41 C5ITE RESLLT OF per ntsx o.c.. to 2 15- 7- 9 725 3.50" 1.50" I3C 2x4 EEL #1 & Btr. GEB 2x4 DFL SJ)*EARD n.LTTPM LCAD C4S@3. EEPRIlrREIJARRENIS rhamh alae based C19LY - 8- 12 15- 9- 5 TC 24.00" 1- 8 - TC FCiRCE AXL 11%D CSI PLATE VAU-B3 PER ICER 1213FARCH RE= #1607. on the truss material at eadt bearing. 11111s truss is designed using tl>z LBC Gx1e. 1-2 -930 .00 .12 .12 1>.•4 min. arltixunm lateral )nacug attach l pirg. a-ainage mist bepn7✓ide1 to avidaxl -97 B3.dg a-=losed = Yes 2-3 3-4 -872 .01 .17 .19 to flak TC wbere indicated w/ 2-10d Mils T1nber mist be structural PEAT r. PASED til C$2FF1�1 IIDSM VA11M3. a -id verticals designed for anal leads only. TYtiss Location = a -id ZMe 4-5 -2152 -1808 .08 .20 .28 .05 .28 .34 each. grade. Brace @ 24" o.e. unless rote) cther'dse. Edtensicns above or baloa the truss profile Lim = Pb E�p Categ-Y = B Bldg Le1i r = 90.00 ft, Bld3 Width = 90.00 ft BC FCRCE AX[, (if ally) r�uirre additional consideration (lsy cth-:aii) for horiz. loads cn the bldg. D15an rml 1>zicjltt = 21.03 ft, nph = 80 6-7 662 EM CSI .09 .10 .18 LEC st j� and Ooapattcy, lead Load = 27.0 psf 7-8 2108 .28 .08 .35 8-9 2027 .27 .10 .36 9-10 34 .00 .09 .09 WEB FORCE CSI WB FIS CSI 2-7 496 .20 4-9 -451 .05 3-7 -1293 .53 '5-9 1879 .76 3-8 93 .04 5-10 -666 .08 4-8 130 .05 MAX )E7=CN (span) : W999 IN MEM 8-9 (LIVE) L= -.06" L1= -.]]" 71- -.18" Joint Lomticns 2/20/2003 1 0- 0- 0 6 0- 0- 0. 2 1- 7-11 7 .1- 7-11 3 6- 2- 8 8 6- 2- 8 Chk: Custaner Name: 4 10-11- 0 9 10-11- 0 1-7-11 5 15-9-5 10 1.5-9-5 1 Bracing shown is for lateral support of components members only to reduce bockling length. This component shall not be placed hi any environment that TC Dead e P P will en nse the moisture content of the wood to exceed 191 and/or cause comtector plate corrosion. Fabricate, handle, install and brace chis Fuss in l� t K"BI RCAL TRUSWAL SYSTEMS 4445 Northpark Dr.. Colo Springs, CO 80907 Tp5.0 Version T6.3.1 4-6-13 , 4-8_99 6-2-8 10-11-0 3 4 4-105 1.5-9-5 5 0-" 15-9-5 6 7 8 9 10 1-7-11 4-6-1.3 4-8-9 4-1.0-7 1-7-11 6-2-5 10-11-0 15-9-5 TT 1.6.7 2-3-3 SHIP Q�OFESSLU Z ��r�%l D= Ex .12/31106 C I V /ti,,P O CA15 ' 2/20/2003 Truswal Systems Plates are 20 ga. unless shown by "18" (18 ga.) , Scale: 5/16" = 1 "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 lates to avoid overla with structural Tates (or sta le). WARRING Read all dotes o►f this sheet afad -be a copy Of it to the Erecthig Colltractor. TBF: 39.3 WT: 96 # WO: JLWAEL This design is for an individual building component not Huss system. It has been based on specifications provided by the component manufacturer and done Chk: Custaner Name: in accordance with the current versions of Tpf and APPA design siandards. No responsibility is assumed for dimensional accuracy. Dimensions are Io be Da me #LC = 13 da 4� verified by the component manufacmrer and/or building designer prior to fabrication. The buildutg designer mast :ucerrahi dthi the loads utilized ou this design meet or exceed the loading imposed by the local building code and the panicular application. The design assumes thni the top chord is Literally TC Live 16.00 paf DurFaes L=1.25 P=1.15 braced by the roof or floor- sheadning and the bosom chord it lalemily braced by a rigid sliealhntg material directly attached, unless otherwise noted. 17.00 f Re Mir Brad 1.15 Bracing shown is for lateral support of components members only to reduce bockling length. This component shall not be placed hi any environment that TC Dead e P P will en nse the moisture content of the wood to exceed 191 and/or cause comtector plate corrosion. Fabricate, handle, install and brace chis Fuss in BC Live .00 psf O.C. Spacing 2- 0- 0 accordance with Ilse following standards: 'JOINT DETAILS', by Ttvswil, 'ANSUT11I 1', '\VTCA I' - Wood Tniss Council of America Stand rd 1) sign BC Dead 13.00 Design Spec UBC -97 Responsibilities, 'HANDLING INSTALLING AND BI:.ACING METAL PLA'T'E CONNECTED WOOD TRUSSES' - (NIB -9'1) and 'NIB -91 paf SUMMARY SHEET' by TPI. The Tniss Plate Instinne (TPI) is located at 583 D'Onoffio Drive, ibladison, Wiseo ishi 53719. The American Forest and Defl Ratio: L/360 TC: L/480 Paper Association (APPA) is located at 1111 19111 Street, NW, Ste 800, Washington, DC 20036. TOTAL ' 46.00 paf Job Name: jlwael L/999 IN MEM Truss I®: H 13 Qty: I ®ter : LUU. U.) i UUt-U47 BIS X -10C' FSIL' SIZE RE12'D TC 216 DFL #2 Platirrf spec : PNSI/TPI - 1995 This desi based ci dmzl bracilrg applied ti-isollavitg sdledule: 1 0- 1-12 751 3.50" 1.50" 2x4 rFL #1 & Btr. 2-4 THIS MICN IS THE C1T9FCSI'IE RE= OF per fivn to 2 15- 7- 9 725 3.50" 1.50" BC 2>-4 DFL #1 & Btr. ym 2�q EFL SIAKM 14MPLE ISD C 13ES. IF-IRIN3; RBXD; pENm sl -on are based CMY ntiro O.C. 7C 24.00" 3- 8-12 15- 9- 5 TC FCRCE XXL all CSI PLATE VA= PER ICEO REMNRM REKRT #1607. cn the truss anterial at eadi b aritrl. 'This truss is designed usirrg the, 1-2 -912 .00 .11 .11 nl:-ainlge nust be ptovided to avoid pa-Oing. Lcadai for 10 PSF rcn-caxLaaertt PCLL. 1x4 lateral biacing attached LDC -97 0--&• Bldg F>>cl.csed = Yes 2-3 3-4 -682 -988 .01 .44 .45 .02 .44 .46 PEATCM HASID CN GREEN LLPBER VALLES. Ehd verticals aesigried for axial lnacb ally. min. ea'>tirtuous to flaL- 'IC v.3aese indicated w/ 2-101 r ils 'Il'uss Location = Eh� Ztrie No EJ.p Cate9my = B atensials abase or beloo the truss profile eadl. Lunbar oust 6e structural glad✓. I1U1ZCa72/ 1 Line = , IIldg Lax7L-h = 90.00 ft, Bldg Width = 40.00 ft BC FCRf.E AXL EM CSI (if w ) require addi.tia-al oalsideratial RL-ace0-24" o.c. unless noted oth-vise. t� 6-'6i 1026 .11 .2'21 .38 (1N ) fpr hariz. lands nz the bldg. LBC Sta���,�y,8Dea = 2780 psf 7-8 -74 .00 .27 .27 WEB FURCS CSI WID KIRCE CSI 2-6 331 .13 4-7 1101 .45 3-6 -385 .30 4-8 -659 .11 3-7 -312 .05 MAX DEFLEIMCN (span) - L/999 IN MEM 7-8 (LIVE) 1,= -.03" D= -.05" T-- -.08" �= Joint Locatirns - 1 0- 0- 0 5 0- 0- 0 2 3- 7-11 6 3- 7-11 3 9- 6-12 7 9- 6-12 4 15- 9- 5 8 15- 9- 5 Tp5.0 Version T6.3.1 3-7-1I 1 5-1_ 1-1 i 6-2-9 i 3-7-11 9-6-12 15-9-5 8-12 1 3 4 1� 11-11-8 0-" 5 6 3-7-11.. 3-7-11, 5-1_ 1-1 t 9-6-12 7 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). s 6-2-9 15-9-5 WARNING Read all notes on this sheet and give a Cool' of it to the Tsrectin, Contractor. TBF: 41.3 WT: 104 # This design is for an individual building component not unss system. It has been based on specifications provided by the component mamdacmrer:md done Chk c in accordance with the current versions of TPf and APPA design st:mdards. No responsibilip, is assumed for dimensional accuracy. Dimensions are to be Dsgrrr: me #LC = 14 verified by the component m:uutfacmrer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized ()It ]his design meet or exceed the loading imposed by the local building code and the panicular application. The design assumes that the top chord is laterally TC Live 16.00 psf braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral supporn of components members only to reduce bucld'otg length. This component shall not be placed it any environment that TC Dead 17.00 psf will cause the moisture content of the wood to exceed 197 :rad/or cause connector plate contusion. Pabricate, ILutdle, insnall and brace this unss in BC Live .00 psf accordance with the following standards: 'JOINT DETAILS', by Tmstwal; 'ANSI/TPI 1', %1TCA P - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED wooD TRUSSES' - (MIB -91) and '14IB-91 BC Dead 13.00 psf SUMMARY SHEET' by'rPt. The'11nss Plate Instinne (111I) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (APPA) is located at 1111 19111 Street, MW, Ste 800. Washington, DC 2(.1036. TOTAL 46.00 psf ESS!p , /, \ A/391 co 4,;No. �� MExp 12/0€1 )* , 2/20/2®®3 Scale: 5/16" = 1' WO: JLWAEL Custcmter Name: da DurFacs L=1:25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97. Ddl Ratio: 14/360 TC: 14/480 Job Name: jiwael U999 IN MEM `truss l®: H 14 Qct: 1 ®rw : LUUJU2 a vv'r-vav Egr. X -LOC RU7Cr SIZE REQ'D TC 21IS LFL 42 Plating spac : BkBl/T'PI - 1995 This des' u based on d�ncl la: c- applied tha r�� 1 0- 1-12 751 3.50" 1.50" 2x4 DFL #1 & Bts. 2-4 THIS ilsiaV IS THE CLP'tFwrIE RESULT OF ler o to 2 15- 7- 9 725 3.50" 1.50" BC 2x4 DFL #1 & Btr. SI)*ZDARD MULTIPLE LcgD CASES. BE71t1N. R92III2FP'WM sllavct are based O.`W csd�ilfmn TC 24.00" 5- 8-12 15- 9- 5 7C FCPCE AXL av CSI VEB 2x4 DEL PLATE VALL>ES FM IMO REBID. RCA RELIC 4,1607. on the truss taterial at each bearitri. This truss is designed using the 1-2 -831 .00 .16 .16 Drainage must he provided to avoid ponding. Loaded for 10 PSF rn1-calamalt Ba L. 1x4 mitila<us lateral bracing attached LBC -97 dale. Bldg @@closed = yes 2-3 3-4 -566 .01 -569 .01 .31 .31 .31 .31 PuamE BASED CN GREEN LIP'IBFR VMM. add verticals designed far axial lcads ally. nun. to flat rM 4iere indicated w/ 2-1Cd nails T1uss Locatiar = Drd F1uricaae/death Ldne.= No EJP,��Y = B BC FCRM AXL FID CSI F�a-lsiaas abo a or below the truss profile (if ) recPrire additiaaal car ideratial eadl. Llmber nest be structural. grad.. mare 24" o.e. unless noted ctla 2se. , B1.cYg i = 90.00 ft, Bldg Width = 40.00 ft �1reijrL- 22.70 ft, trph = 80 5-6 557 .06 .14 .20 (by ctIrs-s) for h'=. loads rn tla: b1dj. PL -m = LILA Stai-rbrd Q�gaatry, D=ad Load = 27.0 psf 6-7 587 .06 .18 .25 7-8 -122 .00 .18 .18 WE FCRCE CSI WEB FC RCE CSI 2-6 233 .10 4-7 774 .31 3-6 127 .04 4-8 -668 .25 3-7 -382 .14 MAX IgIFI~ITCN (ter) U999 IN MEM 7-8 (LIVE) I -.01" D= -.03" T-- -.04" Joint Iocatia� - 1 0- 0- 0 5 0- 0- 0 2 5- 7-31 6 5- 7-11 3 10- 6-12 7 10- 6-12 4 15- 9- 5 8 15- 9- 5 I0-7-7 1 4-4 5-7-11 5-7-11 1 1l0.p0 t 4-11-1 10-6-12 3 5-2-9 15-9-5 4 4-10-7 5-7-3 SH P onO ESSrO A�� : .S* No C 459 2 �� !m E . 12/31 /r 0 0-"u-9-5 Scale: 5/16" = 11 5 6 7 R 7.1.1 4-11-1 5-2-9 Truswal Systems Plates are 2�less shown by T��a.), t "H" (16 ga. ) , or "MX" (TWP1X 205 a.� , positioned per J 'Ic "Z etails Report. 15-9-5 #LC = 14 da Circled plates and false frame plates are positioned as shown above. Shift 5able stud later to avoid overla with structural Tates (or sta le). DurFacs L=1.25 P=1.15 17.00 psf WARNING Read all notes on this sheet and give a colrn of it to the ]erecting Contractor. TBF: 4e. O.C.Spacing 2- 0- 0 This design is for an individual building component not truss system. It has been based on specifications he cations provided by tcomponent unanufscturer and done Chlr; ���� in accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this Dsgnr: me TRUSWAL SYSTEMS 4445 Northpark Dr., Colo Sprioge, CO 80907 design meet or exceed the loading imposed by the local building ode and the particular application. The design ISSmneS drat die top chord is Literally c braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. ]gracing shown is for lateral supportof components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, bnsiall an([ brace this taus in acconLanee with the following standards: 'JOINT DETAILS', by Tnms%v I,: ANSI/TPI 1', 'WTCA F - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INS'T'ALLING AND I31:ACING ML"TAL PLATE CONNECTED WOOD TRUSSES' - (14113-91) and '11113-91 TC Live TC Dead BC Live BC Dead TP5. 0 Version T6.3.1 SUMMARY SHEET' by TPI. The T uss PLde Institute (TPI) is located at 583 D'Ontifrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (APPA) is located at .111.1 191h Sheet, NW, Ste SN), Washington, DC 20!.136. TOTAL 5-7-3 SH P onO ESSrO A�� : .S* No C 459 2 �� !m E . 12/31 /r 0 2/2®/2®®3 Scale: 5/16" = 11 WT:116 # WO: JLWAEL Customer Name: #LC = 14 da 16.00 psf DurFacs L=1.25 P=1.15 17.00 psf Rep Mbr Bud 1.15 .00 psf O.C.Spacing 2- 0- 0 13.00 psf Design Spec UBC -97 DAa Ratio: W360 TC: Lt 480 46.00 psf Job Name: 11wael Truss l®: H 15 Qty: I ®rwr : (:Uu3u51 uu'*-uJ EM X -IOC RFACr SITE REQ'D TC 2x6 DFL #2 PlatiuI4 spec • PMI/IPI - 1995 Thus des- based on d3crd bracil-ig applied tl>✓ follo�✓urg schaijl.e: 1 0- 1-12 751 3.50" 1.50" 2x4 EFL #1 & Btr. 2-4 '111IS LESIG4 IS UE CCD4II,1 nE RESULT OF per from to 2 15- 7- 9 725 3.50" 1.50" BC 2X4 UFL #1 & Btr. KLTIPLE IJDPD CASFS. EnRDr, RDT7ITZEP'LbT15 sly;An are lased QALY Ilex O.C. IC 24.00" 7- 8-12 15- 9- 5 TC MC CE NM BND CSI PIER 2x4 DEL SPAIN ILA'IE vALLES FFR ICBD REMUZIQ3 RERB71' 1.11607. a'1 the truss nater at each bearing. 'Ibis truss is designed using the 1-2 -753 .00 .33 .33 Ibairoge must be proaded to avoid ponding. Loaded for 10 PSP ncn-cnYawrent KLL. lateral bracing attadacl I.IE'C-97 0 --de. Bldg ar-losed = Yes 2-3 3-4 -469 -353 .00 .17 .18 .00 .17 .18 PLATIM BASED (N GZUN ILMER VAIS35. 1]1d vzrkica]s d�igurxl for wdal loads only. I -x4 min. c,t-it,,u, to flat TC '.,hire indicated w/ 2-10d Ilail.s Truss Location = EIYd zone Ib 1� C�tegmy = B D,'temjcns abwaie or helcw the truss profile each. IuTber mast L -e structinal glade. Iiurirane/mall Liles = , Bldglell9th = 90.00 ft, Bldg Width = 40.00 ft BC 5-6 FCRCE AM EM CSI (if ��yy) ivrni;rp additiaial o�sicleraticn (1,y Mrs) far lnriz. loads tl>z bldg. Brace C 24" o.c, unless noted otherwise. Mean iroL )o`ight = 23.53 ft, mph = 80 6-7 468 366 .05 .25 .31 .04 .25 .29 on LW Standard Ccapaal'ry, Dead Load = 27.0 psf 7-8 171 .00 _11 .11 WEB FCRCE CSI WEB FCPJM CSI 2-6 133 .05 4-7 656 .27 3-6 278 .09 478 -673 .46 3-7 -468 .32 MAX LEFI.EICTLCN (span) - L/999 IN MEM 5-6 (LIVE) L= -.04" D= -.07" T= -.11-- Joint 31" Joint Locations 1 0-0-0 5 0-0-0 2 7- 7-11 6 7- 7-11 3 ll- 6-12 7 31- 6-12 4 15- 9- 5 8 15- 9- 5 9% MM®�iL TRUSNtAL SYSTEMS 4445 Nomhpark Dr., Colo Springs, CO 80907 Tp5.0 Version T6.3.1 7-7-11 1 7-8-12 11 33--7 4-24-2-9 11-6-12 15-9-5 3 4 2-3 , 15-9-5 6-6-7 7-3-3 SP 5 6 7 8 7-7-11 t 3-1.11 4-2-9 Truswal Systems Plates are 20 ga. unle'1 AJhown by ".11186-118 ga.) , 1.5-9-5 Fill (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 colry of it to the Erecting Contractor. 'Phis design is for an individual building component not mins systeut. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI :rad APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by die component manufacturer and/or build big designer prior to fabrication. Tha build'ung designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code .rad the particular application. The design assumes that [lie top chord is Literally braced by the roof or floor sheathing and the bottom chord is Literally binced by a rigid shenihing material directly artached, unless otherwise noted. Bracing shown is for Lateral support of components members only to reduce buc6ing length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% anti/or cause crnmecior plate corrosion. Fabricate, Handle, install and brace this truss in accordance with the following stmtdards:'JOINT' DETAILS', by Truswal, 'ANSIPITI 1', 'WTCA 1.' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND 131L\CING METAL PLATE CONNECTED WOOD TRUSSES' - (1i18-91) and 'H18.91 SUMMARY SI IEE1" by TPI. The Truss Plate fnstimue (TPI) is loaned :d 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (APPA) is located at 1111 19111 Street, NW, Ste 800, Wishurgton, DC 1-0036. TBF:- 52.7 WT:130 # Chk: Dsgnr: me #LC = -14 TC Live 16.00 psf TC Dead 17.00 psf BC Live .00 psf BC Dead 13.00 psf TOTAL 46.00 psf ESS/6,1 C7 j N . C 4538 _ LU tc- E p. 12/3<06 1 cc IN - 2/20/2003 Scale: 7/32" = 1' WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr End 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Daa Ratio: W360 TE: L/480 job Name: jlvuae9 0-:�4 Truss®: 9616 ^lry: I ®rw :1LUU.3v� t vv�-vas. Bir. X -ICC FOCT SIZE REQ'D TC 2x6 rFL #2 Plating spec • PNSI/IPI - 1995 This daicyl based on dr�d bracirhg applied the fallcl� ark sdr-xl>_gfi 1 0- 1-12 751 3.50 ' 1.50" 2x4 ]�L #1 & Btr. 3-4 THLS LiSICN IS B E CC %TC:S1TE RE= OF per n to 2 15- 7- 9 725 3.50" 1.50" )9v 2x4 DFL #1 & Btr. 14I11IZPLE LO!iD CASES PEAR.IM RE�JIRII'+IEIVIS sho n are based a;LY TC 24.00" 9- 15- 9- 5 TC FE tYK AXL RU CSI VEB 2x4 DF Sg,� PfAaE kb= PER ICB1 I� G 1 #1607. on the truss material at each l�ti-g. ng t This truss is designed using l�e LBC -97 Code. - 1-2 -839 .00 .13 .13 Drairzge nest be provided to avoid paling. Toadel for 10 PSF nY n-concurrerit BaL. 1x4 nun. cahL-ilixxis lateral braccrrg attadvzd B.lcigg 13r1osed = Yes 2 -3 -546 .00 .14 .14 aATID'G BASED CN mEw w4m VALUES. EYxI verticals designed for axial loads ally. to flat TC adhel.'e indicated w/ 2-10d rails Truss Location= 1]td Zone I3o C�te3my = B 3-4 -358 .00 .43 .44 ES�ahsicths above or bedew the truss profile each. Iran her mist he stncWal grace. i3a7zcane/ Lire = ,Exp Bldg Lal3llh = 90.00 ft, = ft BC F AXL Em CSI if aa�t1�yy) aadi.tirnal mhsideiatiah Drace Q 24' o.c. unless noted cthengi.se. 80.00 ft,ldg riphWid Phan 1 = ooc = 24.36 ft, 5-6 566 .06 .10 .16 (by ctl-c-�s) fctr horiz. loads on tlhe•bldg. TOTAL 46.00 psf Load iB Stanidarrl 0.uyaarlcy, Dad Load = 27.0 psf rd 6-7 565 .06 .25 .31 7-8 221 .00 .25 .25 IVM FCRM CSI 4&B FCFKE CSI 2-6 162 .07 4-7 583 .24 2-7 -400 .26 4-8 -655 .72 3-7 -87 .10 M9X rEFTF•rTrCN (span) L/999 IN MEM 7-8 (LIVE) 1- -.03" D= -.06" 1-- -.10" -= Joint Locations _ 1 0- 0- 0 5 0- 0- 0 2 5- 0-14 6 5- 0-14 3 9- 7-11 7 9- 7-11 4 15- 9- 5 8 15- 9- 5 5-0 -14 4-6_14 6-1.-.I (1 1 5-0-14 9-741 I5-9-5 9-8-12 1. 2 t3 4 1 0 --11-8 2-3 8-2-7 8-1l-3 Q ,OFESS/C Sk III CIO 1,1o.C4598 -- 'l E 12/31 /Op, L®2®/2®®3 Scale: 3/16" = 1' WO: JLwAEL Custcuier Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Defl Ratio: L/360 TC: 11/480 0-:�4 15-9-5 5 6 7 8 5-0-1.4 4-6-14 6 -I -ill Truswal Systems Plates are 20 gpli, I:p>inless sh�7n��y1'18"(18 ga:��)��-.�_5 "H"(16 "MX"(TWMX 20 per Joint DetaiTs I2eport. ga.), or ga.), positioned Circled plates and false frame plates are positioned as shown above. Shift glable stud latex to avoid overla with structuralrates (or sta le) WARNING Mend gilt notes as this sheet and ail'e (1, copy of it to the Erectfna Contractor. TBT: 54.7 WT: 139 # This design is for an individual building component nor cuss system. Il has been based on specifications provided by the component manufacnu'er and done Chk: in accordance with Ilia current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional acconicy. Dimensions art to he Dsgnr: Inc #LC = 14 KBI ���� verified by the component m:uutfachn"er and/or building designer prior to fabricaiion. The building designer must ascertain that the lords utilized oil Illis The design that the top chord is Literally 16.00 design meet or exceed the loading imposed by the local building code and the particular application. assumes TC Live psf braced by the roof or floor sheathing old the bottom chord is Lhlemllp braced by a rigid sheathing material directly attached, unless otherwise noted. TC Dead 17.00 pal Bracing shown is for Lateral support of components members only to reduce buckling length. This component shall not be placed in any environment dot will cause the moisture content of the wood to exceed 19% and/or cause connector pile corrosion. Fabricate, handle, install and brace dais nvss in BC Live .00 psf a45orIr.I Nthpa Dr., Colo accordance wilh the following standards: 'JOINT DETAILS', by'I'ruswal, 'ANSI/TPI 1', 'XVTCA I' - Wood Trtiss Council of America Standard Design Springs, CO 80907 Responsibilities, 'HANDLING INSTALLING AND BRACING 1,413TAL PLATT CONNECTED w000'I'FUSs1S' - (1-1113-91) and 'H10-91 BC Dead 13.00 psf -� SUMMARY SHEET' by'ITI. The. Truss Kite Institute (TPI) is located al 583 D'Onofrio Drive, Madison, Wisconsin 53719. Tile American Forest and Tp5. 0 Version T6.3.1 Paper Association (AFPA) is located al 1111 19th Street, NW, Ste 800, Washington, DC'20036. _ TOTAL 46.00 psf L®2®/2®®3 Scale: 3/16" = 1' WO: JLwAEL Custcuier Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Defl Ratio: L/360 TC: 11/480 job Name: jlwael ElmX-IPKILT SIZE KISIZE R132'D 1 -•0- 1-12 751 3:50 1.50" 2 15- 7- 9 725 3.50" 1.50" TC FCRCE AXL END CSI 1-2 -739 .00 .37 .37 2-3 -451 .00 .17 .17 3-4 -323 .00 .15 .15 BC FLRCE AM END CSI 5-6 452 .05 .29 .34 6-7 335 .04 .29 .32 7-8 -180 .00 .10 .10 WEB FCIKE GSI WFS FCRM GSI 2-6 113 .07 4-7 644 .26 3-6 312 .10 4-8 -674 .51 3-7 -486 .37 MX rM1Y't'rCN (span) L/999 IN MEM 5-6 (LSVE) IF -.05" D= -.09" T= -.14" Joint Locstians 1 0- 0- 0 5 0- 0- 0 2 8- 0- 3 6 8- 0- 3 3 11- 9- 0 7 11- 9- 0 4 15- 9- 5 8 15- 9- 5 TIC 2-A DFL 2xE4 EL #1 & Btr. 2-4 PC 2x4 DLL #1 & Btr. WEB 2x4 DFL SPAI1fl M PfA'IE VA= PER ICE0 ARCH R&-CRr #1607 Elait>rxUe mist be provided to avoid paxlirg. PLATIIsn BASED IN GREET LUSER VAU]ES. aid verticals designed for acral loads ally ata ials above or below the truss profile (if ananyy) recLure additia-al cazsid:ratia) (by ctlnzrs) for hsiz. loads on thle bldg. 7-4-7 I0-7-7 4-4 Truss I®: H 17 Plating spac : PIVSI/TPI - 1995 'THIS EESIGN IS 'IHE COvIfn3rM RESULT OF r-EMP3E LARD Oa SES. BEPRIDU Rpj)Q2 4EbIIS sho,.n are based CNLY nn tl>r tiuss material at eadn beari1-ji. Lcada\i for 10 PSF n--o=lrra-rt BCL . L -q nun. cnntilaio is lateral braciizg al'tadied to flat TL kinere inYlicate3 w/ 2-10d mails ead). L vbar mist be stivctznal glaca. lhaee @ 24" o.c. unless rated otherwise. 3-543 4-0-5 1.1-9-0 15-9-5 3 4 771) _ 10.00 8 ®rwg: LUU.iy.,P 1yv'Y'-v< 'nni.s de?i bassi on dm -a br.'acu'g alplied P er t1>a fo lo„�a-g sci>�rle: nnax o.c. flan to TL 24.00" 8- 1- 4 15- 9- 5 'Ilus tivss is designed using the LW -97 Cavia. Bldg arc-losed = Yes Tntss Lcr<iticrl = End Zane FE111:1'1CaL'>=/CXr:atn Litz = 1hl� Cbtegv.y = B Bich La = 90.00 ft, Bldg Width = 40.00 ft r•�an rwf )1-iccj t = 23.69 ft, nph = 80 U3C Standard 03mpal-j- ,y, Dead Load = 27.0 psf 6-10-3 7-6-1.5 st rr CR �� N0. 459 tl.! - �1 �1 EX . 12/31/05 t-3 n &V� 0-�4 -•.� . 1.5-9-5 5 8-0-3 6 3-3-13 7 4-0-5 8 2/20/2003 Truswal Systems Plates are 20 ga. unlesq-0sjnown by "a�'A8 ga ) , 15-9-5 Scale: 7/32" 1' "H"(16 ga.), or 11MX1'(TW1,1X 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift aable stud 12lates to avoid overla with structural later (or staple) WAARNING Read all (cotes on,this skeet and give a copy Uf it to the El-ecting Contl'actol'. TBF: 52.7 WT: 133 # Wo: JLWAEL This design is for an individual building component not Huss system. It has been based on specifications provided by the component m.umfacmrer and done Ch]c: Customer Name: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgnr. Inc #LC = 14 da KHR ®���� verified by the component manufacnu-er and/or building designer prior to fabrication. The building designer trust ascertain that the kods utilized On this The design that the lop chord is Iacenlly 16.00 DurFaes L=1.25 P=1.15 design meet or exceed the loading imposed by the local building code and the particular application. assumes TC Live psf braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly auached, unless Otherwise noted. TC Dead 17.00 psf p Re Mbr Bnd 1.15 p Bthcing shown is for Literal support of components members only to reduce buckling length. This component shall not be phrced in any enviro anent that install brnce this cuss in O.C. Spacing 2- 0- 0 TRUSWAL SYSTEMS AAJS Northpark: Dr., Colo Springs, CO 80907 will cause the moisture content of the wood to exceed 195% and/or cause connector plate corrosion. Fabricate, handle, fund _ accordance with the following standards: ']OINT llli'I'AILS', by Truswal, 'ANSI/1'PI ]', '\UTCA I' - WOod'I'russ Council of America StancUird Design 'HIB BC Live .00 psf BC Dead 13.00 psf Design Spec UBC -97 Responsibilities, 'HANDLING INSTALLING AND BRACING NII-s'I'AL PLATE CONNEC'T'ED WOOD TRUSSES' - (1 -IIB -91) and -91 SUMMARY SHEET' by TH. The Truss PLite Instihue (TPI) is located at 5S3 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest turd Dan Ratio: 1-/360 TC: Lt/480 Tp5.0 Version T6.3.1 Paper Association (APPA) is located at 1111 19th Street, MN, Ste 800, Washington, DC 20036. TOTAL 46.00 psf ®b Name: 11wael 5 6 7 8 Truss I®: H 18 Qtr: 1 ®rw : LUUJU-5 l UUP-U.3`e' BES X -IDC REACT SIZE REQ'D TC 2x6 t7FL #2 Plating spec : PITI/'r'PI - 1995 'rias herr r Lased m dtcad bracirg applied the f�illcvar>J sdhadale: 1 0- 1-32 751 3.50" 1.50" 2x4 DFL #1 & Btr. 2-4 THIS L&SIC14 IS THE Cage SrM RESULT OF per max o.c. to 2 15- 7- 9 725 3.50" 1.50" BC 2x4 DFL #1 & Btr. 2x4 DFL SIAISIDARD K TTPTE MAD CASES. jRREI1\n are based C14L.Y BEAI2II� RD0M elb - 1- IC 24.00" 6- 1- 4 15- 9- 5 7> FCRM AM END CSI WEB PLATE VAUES PER ICHJ RESEARCH REJinZf #1607. ah tha truss mutein al at each beaizrg. This truss is designed using the LDC -97 Ct�cle. 1-2 -816 .00 .19 .19 Drainage nust be providzd to avoid parting. Loaded for 10 FSF r�roortu�ht BCCL. 1x4 min. mhtirauzas lateral braC11-9 attaded Bldg Ei-clo3ed = Yes 2-3 3-4 -547 -519 .00 .00 .28 .29 .28 .29 PLAMr, HUr4ED CN GMM IIPIEM VALLE5. aid verticals designed for axial loads tally. to flat TC s3'i=re indicated w/ 2-10Ld rails Truss Iocatien = Ehd Zane Hn-ricane/man Line = 130 Exp Category = B BC FCRtE AM BND CSI M3cteisicns above or belov the truss profile (if ) require additicrial arssidraticn eadh. Luna -x nest be structural grade. Brace c 24" o.c. unless rested otherwise. , Bldg Ea -p h = 90.00 ft, Bldg Width = 40.00 ft 5-6 540 -06 .15 .21 (IN �) fol hori=. ltaads to Lhe bldg. M:an roof h eight = 22.85 ft, mph = 80 LpC Standard Cioapaltcy, Dead Lead = 27.0 psf 6-7 7-8 535 -131 .06 .00 .16 .22 .16 .16 [EB FCFSE CSI WEB FCFZCE CSI 2-6 215 .09 4-7 742 .30 3-6 153 .05 4-8 -669 .28 3-7 -397 .17 MUX IFFLD^ITCN (span) W999 IN D'4 7-8 (LIVE) L,= -.01" D= -.02" T= -.04" = Joint Iocaticns = 1 0-0-0 s 0-0-0 2 6-0-3 6 6-0-3 3 10- 9- 0 7 10- 9- 0 4 15- 9- 5 . 8 15- 9- 5 5-8-7 I0-7-7 4-4 6-0-3 6-0-3 6-1-4 l� r 4-843, 5-0-5 10-9-0 15-9-5 3 4 0-t" 5-2-3 r-11 ES1 C'0 \ No. C 533 � 1 m Exp. 2/31/0 CD li���:tJ� 5 6 7 8 6-0-3 4-8-1.3 5-0-5 2A2®A2®®3 Truswal Systems Plates are 20 96&0-3anless shown by "((&)_ 118 ga.) , 15-9-5 9/32" 1' "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Scale: = Circled plates and false frame plates are positioned as shown above. Shift aable stud laces to avoid overla3 with structural 2lates (or staple). WARNING Rend all notes on this sheet and dive o Copy Qf it to the Erecting Contractor. TBF. 46.7 WT: 118 # WO: JLWAEL This design is for an individual building component not Huss system. 11 has been based on specific:oions provided by the component manufacturer and done Chk: Custcmer Name: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensiotnl accuracy. Dimensions arc to be Dsgnr: me #LC = 14 da Ndesign ® ��� verified by the component rmmufactu•er and/or building designer prior to fabrication. The building designer mus( asceraain that rhe loads utilized un finis M1101 meet or exceed the loading imposed by the loot building code and the panicular application. The design assumes ilial the top chord is laterally TC Live 16.00 psf DurFacs L=1.25 P=1.15 braced by the roof or flour sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. 17.00 Rep Mbr Bnd 1.15 Ilracing sho%sm is fur Lateral support of components members only W reduce buckling length. This component sInIl nor be placed in any environment that TC Dead psf TRUS\VAL SYSTEMS will cause the moisture content of the wood to exceed 19% and/or cause connector pLde corrosion. Fabricate, handle, install :rad brace this trms in BC Live .00 psf O.C. Spacing 2-. 0- 0 4445 Northpark Dr.. Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA V - Wood Tntss Council of America Standard Design 13.00 Design Spec UBC -97 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNEC'T'ED WOOD TRUSSES' - (FIIB-91) and '1110-91 BC Dead psf SUMMARY SHEET' by TPI. The Truss Plate lnstiane ('1111) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and - D:�{j Ratio: L/360 TC: 14/480 Tp5.0 Version T6.3.1 Paper Association (AFPA) is located at It 11 19th Street, N\V, Ste RM, Washington, DC'20036. TOTAL 46.00 psf ®b Name: 11wael Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), Truss I®: H 19 Qty: I BFB X -IDC REACT SIZE REJ21D TC 2x1 DFL #1 & Btr. Plating spec : PNSI/I'PI - 1995 This tlass is designed using the [BC -97 C--&. 1 0- 3-12 864 3.50 1.50. BC 2x4 DEL #1 & Btr. 'THIS DESIGT IS THE O EC]SIIE RESMT OF Bldg Ehcicsed = Yes 2 18- 9-12 864 3.50" 1.50" TVM 2 A DFL SL*UARD PLATE vAILffi PER ICBG RESEARCH REECRT #1607. Nl[II.,TIPLE LOAD 12ASES. nuapiM R92LJ EMEN18 shx n are Lensed CNLY Buss Lcraticn = Ehd Z� Fair icszle/Coeari Line = No Exp Category = B TC FCRCE AM- END CSI 1-2 Icaded for 10 PSF nori-o itourrerit BUL. PLATM BASED CN GREEN IIIIEEER MUM. ai tlz truss material at ead>. hearing. DL-ainac mist be pro✓ided to avoid��ic lxi Bldg Le-Qth = 90.00 ft, Bldg Width = 40.00 ft -941 .01 .36 .37 ���verified Etxl designed for axial 1 a,Yy. rte, root height = 22.10 ft, mph = 80 2-3 -982 Ol .36 .37 design meet or exceed the loading imposed by die local building code and the particular application. The. design assumes That die top chord verticals E>Eensiicis above m blow the truss profile ipC Standard marry, Dad Lcad = 27.0 psf 3-4 -982 .01 .36 .37 TC Dead 17 i icri gfcr ldg Bracing shown is for lateral snppurt of components members only tb reduce buckling length. This component shall not be placed in :any environment than Bc FCYM AXI. am csi TRUSWAL SYSTEMS I.zt.l (]x:Y-,--ss) loads arbldg. Live .00 psf 5-6 0 ..00 .14 .14 accordance with llte following standards: 'JOINT DISTAILS', by Tiliswal, 'ANSI/1'P�31.1% ' TCA F - Wood Trus Council of America Standard Design '11113-91 BC Dead 13.00 6-7 973 .12 .14 .26 psf : SUMMARY SHEET' by TPI. The'rniss Plde Irwinde (TPI) it locotedat 583 D'Onofrio Drive, Madison, Wisconsin 53719, The Amet'tcan Ftlr2st and 7-8 0 .00 .15 .15 Tp5. 0 Version T6.3.1 Paper Association (APPA) is located at 1111 19th Street, NW, Ste R00, Washington, DC 20036. TOTAL 46.00 psf WEB 11CIRCE CSI VEB FCRCE CSI 1-5 -798 .22 3-7 -444 .12 1-6 1128 .46 4-7 1160 .47 2-6 -450 .12 4-8 -794 .22 2-7 21 .ol MX Dulamm m (spall) L/999 IN MFM 7-8 (LIVE) L= -.03" D= -.05" 71- -.08" = Joint Locaticns 1 0- 0- 0 5 0- 0- 0 2 6- 2- 7 6 6- 2- 7 6-2-7 6-2-11. 6-4-7 3 12- 5- 1 7 12- 5- 1 � 4 18- 9- 8 8 18- 9- 8 6-2-7 12-5-1 LR 8 1 2 3 4 4-2-8 A A 7 :_A 4_a 2-3 -j 0-2-0 STUB 5 6 7 8 6-2-7_i 6-2-1.1 6-4-7 t 6-2-7 12-5-1 4-2-8 R0FES /0,,, �Q No. 4598 m w ri i Exp. 2/31/.06 k - d j�� V G;= C,;� Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), Q "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. 4-4 3-1.0 2-3 -j 0-2-0 STUB 5 6 7 8 6-2-7_i 6-2-1.1 6-4-7 t 6-2-7 12-5-1 4-2-8 R0FES /0,,, �Q No. 4598 m w ri i Exp. 2/31/.06 k - d j�� V G;= C,;� 2/2®/LO®3 Scale: 1/4" = 1' WO: JLWAEL Custcmer Name: da DurFacs L=1.25 P=1.15 Rep Mbr 13nd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Den Ratio: L/360 TC: 1/480 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 Sable stud glates to avoid overlaE with structural Elates -12L staple). WARNING Merad till notes oil this sheet and give a col�v of it to the Erectin Contractor. TBF: 51.3 WT: 131 # ufncmrer and done This design is fur an individual Wild big component not taus slstein. It bas been based on specifications provided by the component nn:m Cbh: in accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions :re to beDs : me #LC = 14 ���verified by the component nnanufacturer and/or building designer prior to fabrieition. The bt ild'uag designer must a,cenain that the loads utilized on this is laterally design meet or exceed the loading imposed by die local building code and the particular application. The. design assumes That die top chord TC Live 16.00 psf braced by the roof or floor sheathing and the bottom chord is laterally btnced by a rigid sheathing material directly anached, Unless oillenvise noted. TC Dead 17 Bracing shown is for lateral snppurt of components members only tb reduce buckling length. This component shall not be placed in :any environment than .00 psf TRUSWAL SYSTEMS will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace ihis cuss illBC Live .00 psf 4445 Northpark Dr., Colo Springs, CO 80907 accordance with llte following standards: 'JOINT DISTAILS', by Tiliswal, 'ANSI/1'P�31.1% ' TCA F - Wood Trus Council of America Standard Design '11113-91 BC Dead 13.00 Responsibilities, 'IIANULING INS'rALLING AND BRACING NIE'TAL. PLAIT CONNECTED WOOD TRUSSES' - (1118-91) and psf SUMMARY SHEET' by TPI. The'rniss Plde Irwinde (TPI) it locotedat 583 D'Onofrio Drive, Madison, Wisconsin 53719, The Amet'tcan Ftlr2st and Tp5. 0 Version T6.3.1 Paper Association (APPA) is located at 1111 19th Street, NW, Ste R00, Washington, DC 20036. TOTAL 46.00 psf 2/2®/LO®3 Scale: 1/4" = 1' WO: JLWAEL Custcmer Name: da DurFacs L=1.25 P=1.15 Rep Mbr 13nd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Den Ratio: L/360 TC: 1/480 Job Name: jlwae9 Truss ID: H2O Qty: 2 Drww : WUsUg I vu11-va i EW. X -LDC RE4LT SIZE F4321D TC 2.+e4 DFL #1 & Btr. Plating spec : AMI/TPI - 1995 'II3E This truss is cla icgned using the LEC -97 Code. 1 0- 3-12 864 3.50" 1.50" BC 2x4 DFL #1 & Btr. THLS LESICN IS CC14OSTTE RESULT OF Bldg EhClosel = Yes 2 18- 9-12' 864 3.50" 1.50" WEB 2x4 DFL STPICARD FUdE VAIM PER ICHO REMRCH RM:UC #1607. DLLnFLE LCAD CPSES. BP-ARTDr3 F43LTfJI2EM0M shoAn are based CNLY Truss Locatiar = EYxl Zai Ilrricannz/Corn Linz = No MKp Category = B TC FORCE AXL EM CSI Drainage nust be provided to avoid paxlurx�� loads ai tlY tress naa ter at eadr b:an.�.rg. PLATRU BA) CN til' LIMBER VATM- = 90.00 ft, Bldg Width = 40.00 ft Bldg Lengroof 1-2 -1598 .01 .21 .22 2-3 -1696 .01 .20 .21 End verticals designed for axial ally. Oc ensicm above or baloa the truss profile 2 -PLY! Nail %,r/10d B]X, sta�ecl (N -S-97 WEBS- 2/ft I- P7zait roof 1>✓i��t = 21.27 ft, mph = 80 LBC Starbrd 0zcL4aat'ry, Dead Load = 27.0 psf 3-4 -1696 .Ol .21 .22 (if �y ) r. P atiditia-al ooa-rside ation (by ct3>?av) yfor hs iz. loads rn the bldg. Set. 12) in: TC- 2/ft BC- 2/ft 2/20f2003 BC F RM AXI, R0 CSI Truswal Systems Plates are 20 ga. unless shown by 1118"(18 ga.) , Scale: 1/4" = 1' 5-6 0 .00 .07 .07 "I4"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. 6-7 1689 .11 .07 .18 Circled plates and false frame plates are positioned as shown above. 7-8 0 .00 .08 .08 stud lates to avoid overla with structural later (or sta le) WEB FCRCE CSI WFB FCRCE CSI qq������Sph��i��f77t 2�TTable YWIIp>LNING Re0d 1111 notes on this sheet and -lve if COP)' 11f it 10 the EreCtditl; ConirfiCtlll'. TBF: 92.0 WT:115 # WO: JLWAEL 1-5 -797 .05 3-7 -436 .02 This design is for an individual building component not muss system. 11 has been based on specifications provided by the component mmufachtrer and done Chk: Customer Name: 1-6 1713 .35 4-7 1803 .37 in accordance. with the current versions of'rPI and APPA desien standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Ds : me #LC = 13 4nr da 2-6 -454 .03 4-8 -792 .04 verifted by the component marurfacttnrer and/or building (lesiener prior to fabrication. The building designer must ascerain that the loads utilized on this 2-7 28 .00 design meet or exceed the loading imposed by the local buiIL ng code and the partict0r application. The design assumes that the top chord is laden -ally TC Live 16. 00 psf DurFaea L=1.25 P=1.15 MAX DrFfa-PDN (spm braced by the roof or Floor sheathing and the bottom chord is knerally braced by a rigid sheathing material directly anached, unless otherwise noted. 'Phis TC Dead 17.00 of p Re Mir Bnd 1.00 p L/999'IN MEM 6-7 (LIVE) Bracing shmm is for Literal support of components members only to reduce buckling length. component skill not be placed in any environment ftit 1P -.03" D= -.05" 'i= -.OS" will cause the moisture content of die wood to exceed 19 X and/or cause connector pLue corrosion. Fabricate, handlc, install and brace this miss in BC Live .00 psf O.C. Spacing 27 0- 0 = Joint Iocatiazs accordance with the following standards: 'JOINT DETAILS', by'rnns%ml, 'ANSU1'11I 1', '\\r1'CA i' - Wood Truss Council of America Standard Design 'HANDLING 1-118-41 BC Dead 13.00 psf Design Spec UBC -97 1, 0-0-0 5 0-0-0 Responsibilities, INSTALLING AND BRACING NIETAL PLATT: CONNECTED \vOOD'rRUSSES' - (I-118-91) and SUMMARY SHEET" by TPI. The Truss Pble Institute (IPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The Americzm Forest and Daft Ratio: 1,/360 TC: L/480 2 6- 2- 7 6 6- 2- 7 Paper Association (.4FPA) is located at 1111 19th Street, NW, Ste 8N), Washington, DC 1_0036. . TOTAL 46.00 psf 3 12- 5- 1 7 12- 5- 1 4 18- 9- 8 8 187 9- 8 6-2-7 6-2-11. 6-4-7 6-2-7 12-5-1 18-9-8 2-PLYS 1 2 .3 ;. REQUIRED 3-4 2.5-4 .1.5-4 3-4 •T - 2-6-8 T 3-4 3-8 2-3 L-' qnc T r 2S!p/v,\ IC3� No C45c:2 iiU I( T' is=1 E b. 1-0/31/06 STUB 5 6 7 - - 6-24 6-2-1.1 6-4-7 6-2-7 12-5-1 T8-9-8 2/20f2003 Truswal Systems Plates are 20 ga. unless shown by 1118"(18 ga.) , Scale: 1/4" = 1' "I4"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. stud lates to avoid overla with structural later (or sta le) qq������Sph��i��f77t 2�TTable YWIIp>LNING Re0d 1111 notes on this sheet and -lve if COP)' 11f it 10 the EreCtditl; ConirfiCtlll'. TBF: 92.0 WT:115 # WO: JLWAEL This design is for an individual building component not muss system. 11 has been based on specifications provided by the component mmufachtrer and done Chk: Customer Name: in accordance. with the current versions of'rPI and APPA desien standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Ds : me #LC = 13 4nr da �� ® ��� verifted by the component marurfacttnrer and/or building (lesiener prior to fabrication. The building designer must ascerain that the loads utilized on this .� design meet or exceed the loading imposed by the local buiIL ng code and the partict0r application. The design assumes that the top chord is laden -ally TC Live 16. 00 psf DurFaea L=1.25 P=1.15 braced by the roof or Floor sheathing and the bottom chord is knerally braced by a rigid sheathing material directly anached, unless otherwise noted. 'Phis TC Dead 17.00 of p Re Mir Bnd 1.00 p Bracing shmm is for Literal support of components members only to reduce buckling length. component skill not be placed in any environment ftit TRUSWAL SYSTEMS ' will cause the moisture content of die wood to exceed 19 X and/or cause connector pLue corrosion. Fabricate, handlc, install and brace this miss in BC Live .00 psf O.C. Spacing 27 0- 0 4445 Northpark Dr.. Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by'rnns%ml, 'ANSU1'11I 1', '\\r1'CA i' - Wood Truss Council of America Standard Design 'HANDLING 1-118-41 BC Dead 13.00 psf Design Spec UBC -97 Responsibilities, INSTALLING AND BRACING NIETAL PLATT: CONNECTED \vOOD'rRUSSES' - (I-118-91) and SUMMARY SHEET" by TPI. The Truss Pble Institute (IPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The Americzm Forest and Daft Ratio: 1,/360 TC: L/480 TpS . 0 Version T6.3.1 s Paper Association (.4FPA) is located at 1111 19th Street, NW, Ste 8N), Washington, DC 1_0036. . TOTAL 46.00 psf Job Name: 1Iwael Truss ID: H21 Qty: 1 Dray/ : Q,.UJU3 1 vv-r-vio BIS X -Lax MOLT SIZE REp'D TC 2x6 DFL #2 Platif-9 spm • XBI/TPI - 1995 'IME Ibis d iggnn based az dsacl brari Yg applied the fol]a u -S sdxKble: 1 0- 1-12 381 3.50 1.50" 2x4 DFL #1 & Btr. 2-3 THIS MIG4 IS Ca'sW IE f2g LT OF per max o.c. fmn to 2 7- 9- 5 381 3.50" 1.50" BC 2x4 DFL #1 & Btr. PJLTIPLE IC)AD CASES : E&hRIl� i7)>�1157IS shah are }>�1 aa,Y TC 24.00" 1-10- 7 5 -ll- 9 TC F= AM EM CSI IAB 2x4 LFL PLAZE VAUES PER ICBG RE5EA Ra:aU #1607. ah t e truss material at each byar . nus truss is i ign l usilrg the 7 Guar. 1-2 -442 .00 .06 .06 1x4 thin. continuouB lateral laacuhg attached 1]Lais>age rust Ix PLv✓id� to amid pa�iia�. BldgMC- Bldg = YeD-As 2-3 -371 .00 .23 :23 to flat TC Q -F -re indicated w/ 2-10d rolls PLATM BASED aQ GaN LG`2ER VAUR3. Locatisl ZYtass 2cr� aCceacri = 3-4 -464 .00 .07 .07 each. Imi:Iar mast he structural grade. Paper Association (APPA) is located it 1111 lhh Street, MV, Ste 800, Washington, DC 20036. Line Exp y = B cafe/C ar L.rte = art Brace @ 24" o.c. unless noted otherwise. d-1-1 II1 h = 90.00 ft, Bldg width = 40.00 ft Blclj , � � AM >3`ID CSI SI [) i snot 1>ziglht = 21.09 ft, utph = 80 5-6 328 .04 .06 5-7 [ SLa1 lard CY�zy, Dnd Load = 27.0 psf 334 .04 .06 .11 7-8 343 .04 .05 .10 WB FAKE CSI WEB FC%X.E CSI 2-6 65 .02 3-7 87 .03 2-7 75 .02 MAX )3FSFr-'u' CN (spat1) ' LV999INMEM 6-7 (LIVE) L= -.01" D= -.01" 'h -.02" Joint Lccatiahs = 1 0-0-0 5 0-0-0 2 1- 9- 6 6 1- 7-10 3 6- 1-11 7 6- 1-11 4 7-11- 1 8 7-11- 1 I CAL ME TRUSWAL SYSTEA4S 4445 Northpark Dr., Colo Springs, CO 80907 Tp5.0 Version T6.3.1 2-2-2 T 0-7-7 1 1-9-6 1-9-6 1-10-7 1 4-4-4 1-9-6 6-1-1.1 7-1.1=1. 1-10-7 3 4 F-10 .00 4-0 1 -10.0 0-2Hg- 5 6 1-7-10 t 1-7-10 7 S 4-6-0 1-9-6 6-1-1.1 7-1.1-1 T 0-7-7 tSHfP 1 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 able stud nlates to avoid overla with structural later (or sta le) WARNING Rend all notes on. this sheet and give a colry gF it to the Erecting Contractor. 23.3 WT: 57 # This design is for an individual building component nor nvss system. It his been based on specifications provided by the component ncmuLtcturer and done in accor(la nce with the current. versions of TPI and AFPA design standards. No responsibility is assumed for dimension:d accuracy. Dimensions are to be: FDsgnxme #LC = 13 verified by the component manufacturerand/or building designer prior ua fabrication. The build big designer must asceflain thatthe loads itiilize4 on thisdesign mezt or exceed the loading imposed by the loch/ build'ung code and the panicular application. I'he design assumes tarn the top chord is kntzrallyLive 16.00 psf braced by the roof or floor sheathing and the bonorn chord is laterally braced by n rigid sheathing m:verial directly ahached, unless otherwise noted. TC Dead 17.00 psf Bracing shown is for Literal support of components members only to reduw buckling length. This component shall not be placed in any environment Ilat will cause the moisture content of the wood to exceed 1974 and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .00 psf accordance with the following standards: '101NT I)ETAILS', by Truswal, 'ANSUTH 1', 'WTCA I' - Word Truss Council of America Standard Design BC Dead 13.00 psf Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED wooD TRUSSES' - (1110-91) and 1-1113-91 SUMMARY SHEET' by TPI. The Truss PLhte histinue ('fl'1) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (APPA) is located it 1111 lhh Street, MV, Ste 800, Washington, DC 20036. TOTAL 46.00 psf Q °f ESS/0 C7€ No C 450 2 L1.l t wl E 0. 12/317 262®/2®®3 Scale: 17/32" = 1' WO: JLWAEL customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Daft Ratio: LV360 TC: Ln/480 job Name: 11wael - ' fi 4 4.2-1�► 4-2-10 BIr. X -LOC r4= SIZE RE12'D TC 2x4 DFL #1 & Btr. 1 0- 1-12 405 3.50" 1.50" BC 2x4 DFL #1 & Btr. 2 8- 3-.8 405 3.50" 1.50" WEB 2x4 DFL STANaARD PLpaF, VAUIS PER ICBJ FE5'FP12CH RaPCIU #1607 TC FORCE AXL al) CH Loaded for 10 pSF marc tlanalzrit BCI . 1-2 -398 .00 .15 .15 Circled plates and false frame plates are positioned as shown above. 2-3 -398 .00 .15 .15 EC FCRCE AXL HID CSI Shift 2able stud plates, to.avoid overlap with stn-uctural elates (or.staple) . 4-5 246 .02 .10 .12 5-6 246 .02 .10 .12 WARNING Read all notes on this sheet and give a copy of It to the Trectill0 Collti'aCtor. WEB Fam' CSI [EB Fti2CE CSI WO: JLWAEL 2-5 159 .06 This design is for an individacd building component not truss system. It lou been based on specifications provided by the component manufacntrer and done MAX r xr =CN (Evl) Customer Name: L/999 IN MEM 4-5 (Inc) in accordance with the toren( versions of'fF'I and AFPA design smndards. No responsibility is assumed for dimensional occur cy. Dimensions are to be LF -.01" D= -.01" T= -.02" da = Joint Locations = verified by the component manufacturer and/o7 building designer prior to Labrication. The building designer must ascertain dun the lauds utilized on dais The design assumes that the top chord is Lteralli, 1 0- 0- 0 4 0- 0- 0 DurFaes L=1.25 P=1.15 2 4- 2-10 5 4- 2-10 design meet or exceed the loading imposed by the local building code and the particular application. Plating spec : PNSI/TPI - 1995 This truss is designed usurq tl'j THTS LESICiI IS ME CCT'IRSrIE RESULT OF CBC -97 Com. P'[uum LOAD ags. Bldg Elrla-ed Yes BFPRUG R>]Lj1]12EN>CNIS slacntz are based CNLY Tnrss Locaticxr = IIY1 Za'le cn tla truss material at eadi bararrgg. Fiurr-icane/Ckaan Lita_. = No FJga Cagy = B I3A77D>; Bt1Sm CN C4tEEN .ILT�I2 VI'IL&S. Bldg I:�CI r, 90.00 ft, Bldg, Width = 40.00 ft Meart rmf height = 21.96 it, nph = 80 LBC Starriard Occuy>almy, lead Load = 27.0 psf 3 8- 5- 4 6 8- 5- 4 4-2-110 4-2-10, 4-2-111 4-2-10 8-5-4 4 10 4-2-30 i 1 - 2 3 110 00 4-0.9 qpF ESS/0 \ SIR ,011 Ifl-443 �C�NIO 4593 m CC- Exp 12;31/0 Z 0-0 ` :CFiL``'t fi 4 4.2-1�► 4-2-10 2/20/2003 ,' Truswal Systems Plates are 20 ga.unle44_}(ptoa.n by "18"(18 ga.) , 8_5_4 Scale: 13/32" = 1' "H11(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift 2able stud plates, to.avoid overlap with stn-uctural elates (or.staple) . WARNING Read all notes on this sheet and give a copy of It to the Trectill0 Collti'aCtor. "PF: 20.0 WT: 44 # WO: JLWAEL This design is for an individacd building component not truss system. It lou been based on specifications provided by the component manufacntrer and done CUk: Customer Name: in accordance with the toren( versions of'fF'I and AFPA design smndards. No responsibility is assumed for dimensional occur cy. Dimensions are to be Ds me #LC = 14 9r+r da 1 verified by the component manufacturer and/o7 building designer prior to Labrication. The building designer must ascertain dun the lauds utilized on dais The design assumes that the top chord is Lteralli, 16.00 f DurFaes L=1.25 P=1.15 QJs design meet or exceed the loading imposed by the local building code and the particular application. TC Live ps braced by the roof or floor sheathing and due bottom chord is Laterally braced by a rigid slitafbing material directly atwched, unless otherwise noted. TC Dead 17.00 psf Rep Mbr Bnd 1.15 - Bracing sitoum.is for lateral support of components members only to reduce buckling Iengib. 'Phis component shall not be placed bt any environment that will cause the moisture content'of'Ihe wood to exceed 1970 and/or cause connector plate corrosion. Fabricate, bandle, .insmll and brace chis truss in , BC Live .00 psf O.C. Spacing 2- 0- 0- TRUSWAL SYSTEMS 4445 NonbparL Dr., Colo Springs, CO 80907 accort4mce wish the following standards: 'f01N"I' 17G'I'AILS', b''Pniswal, 'ANSI/I'PI 1', '4V9'CA I' = \Voi>d Tntss Cowicil of America Standard IJesign g ) 'MIB BC Dead 13 . Q0 psf Design Spec UBC -97 Responsibilities, 'HANDLING INS'T'ALLING AND BRACING METAL PI 1TE CONNECI'ED.\VOOD TRUSSES' - (FI113-91) and -91 D'Onofrio Drive, Madison, Wisconsin 53719. 'flue American Forest and Deft Ratio: L/360 'IC: L/480 SUMMAP,Y SliFF'r by'fPl. Tlie Truss Plate Institute ('FPI) is located at 583 ' TOTAL 46.00 psf Tp5.0 Version T6.3.1 Paper Association (APPA) is located at 1111 191h Street, N\V, Ste 500, Wasbbtgton, DC 20036. Job Name: 11wael EM X -IDC R kcr SIZERE12'D TC 2x4 DIL #1 & Btr. 1 0- 3- 4 378 3.50"1.50" BC 2x4 DFL #1 & Btr. 2 8- 3- 8 403 3.50" 1.50" WEB 2x4 DFL SIPNLARD Circled plates and false frame plates are positioned as shown above. PLATE Vp= PER ICED RESFDRCH REEM #1607 TC FCRKE AXL EM CSI Loadad for 10 ESP irn-ca=urrerIt BCI I . 1-2 -396 .00 .14 .14 TBF: 18.7 WT: 43 # 2-3 -395 .00 .15 '.15 �: BC FCRd E AXI I0 CSI Dsgnr: me - #LC = 14 4-5 243 _03 .09 .12 5-6 243 .02 .10 .12 TC Live 16.00 ps f VM 'FCKE CSI VM FMCE CSI TC Dead 17.00 ps f 2-5 156 .06 1W rF;FL=CN (span) ' Live .00 ps f 1/999 IN MEM 5-6 (LIVE) IF -.01" D= -.01" T'- -.02" BC Dead 13.00 psf Joint T maxi azs -- 1 0- 0- 0 4 0- 0- 0 TOTAL 46.00 psf 2 4-1-2 5 4-1-2 3 8- 3-12 6 8- 3-12 KI ®ACL TRUSWAL SYSITMS 4445 NorlbparL Dr., Colo Spriage, CO 80907 Tp5.0 Version T6.3.1 3-11-0 44 Truss I®: H23 Qty: 1 ®rwg: LVU31U.') I UU't-v° Plating spec : ZMI/rPI - 1995 7ii.s truss is designed usu'Xj the ams i mi IS 111. C77 CSITE RESULT OF LRC -97 Cbde. KiLTIPLE LOAD CASES. Bldg Ehalcsed = Yes ELaRIlS' RIItiX=m slrr lr are based (NLY cuss Locatiaz = Elxl Zane ai tlje tris nater al at Pada learn -g. I3trr1cm-e/C)�earn Line = No Rp Cate3mY = B 13ArIN9 BASED CN aM\T III`SER VALM. Bldg L�-I = 90.00 ft, Bldg Width = 40. .00 ft I4ar rtof he ght = 21.9ph80 UBC Stznj-ard Cbalpalry,6=adL 27.0 psf 4=1-2 4-1.-2 . 4-2-1.0� 8-3-.1:2 4_l_2 4-2-10 1 12 3 . 11 0 00 _10.001 o-0 c,OF ESS/p�` co G, (VO. 459 m M I= Exp 12/31 6 -�D 0 -lam STUB 4 ? 6 4.1_� 4-2-10 t Truswal Systems Plates are 20 ga. u1>j-,js3; shown by ."18"(18 ga.)8,342 "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 aable stud 12lates to avoid.overlaB with.structural .latex (or stn le). YYAR I G Read all notes ori this sheet mad; ve a copy of it to the Erectin, Contractor. TBF: 18.7 WT: 43 # This design is for an individual building component not nous system. It has been based on specifications provided by the component manufacntrer and done �: in accordance with the codent versions of TI l and Al2PA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgnr: me - #LC = 14 verified by the component manufacturer and/or building designer prior in fabrication. The building designer must asceitnin that the loads. utilized on this design meet or exceed the loading imposed by the local building code and the particuLtr application. 'rhe design assumes that (lie top chard is I renally TC Live 16.00 ps f braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material direcdy attached, unless otherwise noted. TC Dead 17.00 ps f B acing shown is for Lateral support of components members only to reduce buckling length. This component shall not be placed in any environmenr that will cause the moisture content of the wood to exceed 1975 and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss illBC Live .00 ps f accortLvlce with the following sLmadnrds: 'JOINT DETAILS', by Truswil, 'ANSI/TPI 1', 'WTC'A I' - Wood'rntss Council 6f America S(aii 9rd Design Responsibilities, 'HANDLING INSTALLING AND BRACING iNIETAL PLATE CONNECTED WOOD TRUSSES' - (1-1IB-91) and 'HIR -9L BC Dead 13.00 psf SUMMARY SHEET' by Till. The Tross Mile hrsnnite. (TPI) Is located at 583 D'Ou06io Drive, -Madison, Wisconsin 53719. The American Forest and Paper Association (APPA) is located at 1111 19111 Street, N\',1, Ste 800, Washington, DC^0(.1.46. - TOTAL 46.00 psf s4, 'cl �,t�L 2/2®/2®®3 Scale: 13/32" = 1' WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr End 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Dafl Ratio: 14/360 M 6/480 lob Name: ilwaei Truss I®: 'H24 Qty: 1 ®rw : C:VU3U-5 l UU`t-Uar BR3 X -IDC rOCT SIZE R@21D 'IC 2x4 DFL #1 & Btr. platirrJ spec: • AMI/TPI - 1.995 This truss is designed using the 1 2-'3- 4 290 3.50" < 1.50" BC 2x4 DFL #1 & Btr. TlIIS M"IaJ IS THE 071'RMIM. R1SUCT OF L7BC-97 0.ze. Bldg &-closed = Yes 2 8- 3- 8 308 3.50" 1.50" WEB 2x4 DFL SL*MARD F3ATE VAUES PER ICBJ RESE412Qi FM:CRr #1607. 1,LLTII3E LOAD CAaS. BEARING RLI�CAREPI<1Ti5 s1x>rm are based CNLY . Truss Locatici = Eild Zu'j ILlrricg-ne/C:leat1 Lim = 1,b Dp ��Y = B TC FORCE AXL aSD CSI 1-2 -189 Loadxl fcr 10 PSF rich-ca-cur'rr�t BOLL. End verticals clesigl�d for a7aa1 loads only. on tllz miss naterial at eadr barir-cg. FLAT'ING, BASED CN GREEN ILMM VAL11�J". Bld3 LIt��rr7'tUl = 90.00 ft, Bldg Wic1L-h = 40.00 ft .00 .07 . .07 2-3 -245 .00 .14 .14 Dd a'lsic is above or below tl>= truss profile Mean repF 1gic 'tL = 21.96 ft, nth = 80 UDC Standard Ox '<y, Dad Lod = 27.0 psf BC FCRCE AXI, BND CSI (if aate�) ,recgt. ad3itialal. azviderat:ton (hy or1�-s) f� h=. lcxa ai the bldg. 4-5 145 .00 .08 .08 5-6 155 .01 .10 .11 Wr;3 FiFtCE CSI WFB FCIRCE CSI - 1-4 -287 .04 2-5 45 .02 1-5 204 .07 MX DEFLEMCN (span) L4/999 IN MFM. 5-6 (LIVE) 1- -.01" D= -.01" T= -.02'i Joint IocLatiaas 1 0- 0- 0 4 0- 0- 0 2 2- 1- 2 5 2- 1- 2 3 6- 3-32 -6 6- 3-12 2-12_2 4-24- -10 l 2-1-2. 6-3-12 9-1-2 4-2-10 1 3 6-3-17 2-1-s STUB 4 5 6 2-1-2 t 4-24 Truswal Systems Plates are 20 14-2 unless shown by 111811(T83-ja.), "H"(16 ga.),' or "MX"(TIOIX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. A Q�,oF 'cur w N. C 4552 l! m T1 xp. 12/31/06 Z yXL11C I- YYriLYLVING Read all notes onthis sheet ru'rd., ve.a eot�v of it to the Erecting Contractor. TBF: 19.3 WT: 42 #- 'rhis design is for an individual building Component not truss system. It has been based on specifications provided by the component manufacturer and done Chk: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions arc to be KBI�,® CAL verified by the component manufacnurer:und/or builduig designer pylon' IU fabrlC3tt/n1. The bllllding deSlg1121' mUSI aSCLI'1:1111 that the herds utilized lm this Dognr: me #LC = 14 ®� design meet of exceed the loading imposed by the local building code and the panicular application. The design assumes that the top chord is Laterally TC Live 16.00 psf braced by the roof or floor sheathing and ilia bottom chord is Lltemlly braced by a rigid shenihhig material directly attached, unless otherwise noted. Bracing shoum is for Lateral support of components members only to reduce budding length. This component stall not be placed in any environment that TC Dead 17.00 psf TRUSWAL SYSTEMS will cause the moisture content of the wood to exceed 19% and/or Cause C11111leclor plate corrosion. FnbrGire, handle, install and brace this tllttis In BC Live 00 paf 44.18 Northpark Dr., Colo Sprillp, CO 80907 accordance with llie,fullowing standards: 701N,r DETAILS', by Trmswal, 'ANSUTPI F, ' WTCA I' - Wood Truss Council of lnlerica Stvldard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (1-1113-91) and "HIB -91 BC Dead 13.00 psf SUMMARY SHEET' by'1'PI. The Truss Plate Institute ('1111) is located ai 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Tp5. 0 Version T6 .3 .1 Paper Association (AFPA) is located at 1111 191h Street, M1+, Ste 800, Washington, DC 20636. TOTAL 46.00 psf 2/2®/2®®3 Scale: 13/32" = 1' WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep ltbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 D.:fl. Ratio: L/360 7L: 4/480 ]®b Name: jlwael Truss l®: H25 Qty: I ®rw : COUJU51 uu f-u'�tL BIS X -LDC REACT' SITE REIa'D TC' 2x4 DFL #1 & Btr. plating spec : AIZI/IPI -,1995 Ihis truss is desig-isd usilig the . 1 4-.3- 4 230 3.50'.', 1.50" BC 2x4 DFL #1 & Btr. TFIIS L&siaq IS 'rim. TIE RE,SILT OF LEC -97 OD -h. 2 8- 3- 8 216 3.50" 1.50" WEB 2x4 DFL STANMM aAaE VAUES PER ICBJ RESM*KH REI' 41.607. NT]ISITPLE I -MD C%SES. EDPIM REfzJIl ,IaM shag n are based CNLY Bldg a -i losed = Yes Truss Taat-ion ='E)xl 7u'z I> FCRCE AM END CSI IcarW for 10 ESF' ncri-canine nt BaL. cr'r the truss lister al at ead'i L- --ij. 111M VAUES- ELuzzca z/fin Li— = No EJgo Cakagmy = B Bldg Liz th = 90.00 ft, Bldg Width = 40.00 ft 1-2 -105 M .17 .18 Eh3 verticals desig'>zcl for axial laid.- only. PLA`fTM &ASLD CN C32EEN P1?an r height = 21.81 ft, nph = 80 'FCRCE AM EM CSI E�.'terrsions al o or ]x]oN tl>✓ truss profile if a1�y) require addi.ticrxal calsidertt1ar , Dead Load = 27.0 psf LUC Standard Ctiamxy, ea tl 3BC (by ctllees) fcr hori.z. loads on the bldg WEB FCRCi - CSI WEB FCRCE CSI Shift 2able stud plates to avoid overl.a with structural 12lates (or staple). 1-3 -164 .04 YYAR ING Read all notes on this sheet air! give a copy of it to the Erecting Contractor. - - MAX LEF=CN (Spain) This design is for an individual building component not truss system. [(his been based oil specif icni ons provided by ilia component manufacturer and done Chk; Customer Name: W999 IN MhM 3-4 (LIVE) in accordance with ilia current versions of TPI and AFPA design standards. No responsibility is assumed for dimensiumd accuracy. Dimensions are to be D#LC = 14 da L- -.01" D= -.02" 71-- -.03" verified by the component m urufacturer and/or buildhtg designer prim' to fabrication. The building designer must ascenain that the loads milized on this s �� me = Joint Lnratiazs -- design meet or exceed the loading imposed by Ote local building code:md ilia particuLir application. The designasstunes that the rap chord is laterally TC Live 16.00 psf DurFacs L=1.25 P=1.15 1 0- 0- 0 .3 0- 0- 0 braced by the roof or floor sheathing and the bottom chord is Literally braced by a rigid sheathing tnhlerial directly attached, unless olheiwise noted. 2 4- 3-12 4 4- 3-12 Bneing shown is for lateral support of components members only to reduce buckling length. This cumponem shill not be placed ht any environment that TC Dead 17.00 sf P Re INbr End 1.15 P 4-3-'12 1 4-3-12 4-2-10 I. 2 —10- 00 to 0 �oQnoEESSIO C7 N .C45 82 m P. 1213 V 6 �,c 4-3-1 - 4-1-� � STUB 3 4 .4-3-12 2®20®2003 Tru swal Systems Plates are 20 ga. unless shown bYV342 (18 ga.) , "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Scale: 13/32" = 1' Circled plates and false frame plates are positioned as shown above. Shift 2able stud plates to avoid overl.a with structural 12lates (or staple). YYAR ING Read all notes on this sheet air! give a copy of it to the Erecting Contractor. TBF: 12.0 WT: 25 # WO: JLWAEL This design is for an individual building component not truss system. [(his been based oil specif icni ons provided by ilia component manufacturer and done Chk; Customer Name: in accordance with ilia current versions of TPI and AFPA design standards. No responsibility is assumed for dimensiumd accuracy. Dimensions are to be D#LC = 14 da NORKBI� � verified by the component m urufacturer and/or buildhtg designer prim' to fabrication. The building designer must ascenain that the loads milized on this s �� me design meet or exceed the loading imposed by Ote local building code:md ilia particuLir application. The designasstunes that the rap chord is laterally TC Live 16.00 psf DurFacs L=1.25 P=1.15 braced by the roof or floor sheathing and the bottom chord is Literally braced by a rigid sheathing tnhlerial directly attached, unless olheiwise noted. Bneing shown is for lateral support of components members only to reduce buckling length. This cumponem shill not be placed ht any environment that TC Dead 17.00 sf P Re INbr End 1.15 P TRUSWALSYS'fEMS will cause the moisture content of the wood to exceed 19So and/or cause connector p6ntc corrosion. Fabricate, handle, htsurll and brace this truss lin psf BC Live -- -. 00 s O. C. Spacing' 2- 0- 0 4445 Northpark Dr., Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by Tntswal, 'ANSf/TPI 1', 'WTCA 1' -proud Tntss Council of America Standard Design. Responsibilities, 'HANDLING INSTALLING AND BRACING METAL I'L.KI'E CONNECTED WOOD TRUSSES' - (6118-91) and '11115-91 BC Dead 13.00 psf Design Spec UBC -97 SUMMARY SHEET' by TPI. Tlie'rniss 1'L'tte Institute ('I'pl) is lusted n1 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and tall Ratio: 14/360 M 14/480 Tp5. 0 Version T6.3.1 Paper Assockilion (AFPA) is located at 1111 19111 Srreet, NW, Ste 9W, Washbtguhn, DC 20036. TOTAL 46.00 psf Job Name: 11wael' Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), Truss I®: H26 Qty: I Dar : L00JU5 I uu't-u'ts EM X -IX REACT SIZE IT'D 7L 2x6 DFL #2 Platirg spec : PEI/TPI - 1595 rn .s d---' )Rased on d -d br-'3 applied 1?ct 1 0- 1-12 325 3.50 1.50" 2x4 DFL #1 & Btr. 2-3 THIS EMICil is TIE CaT03I'IE RESULT OF per the a rg sci,.x rle: frvn to 2 6- 6-12 325 3.50" 1.50" BC 2x4 DFL 41 & Btr. STANIPM 141I]TIPIE TOAD (7,525. EEARII� imI u 2 ENIS shah are based C W Y nmc o.c. TC 24.00" 1- 3- 3 5- 4- 4 TC F= AXL END CSI WEB 2c4 DFL PLATE VALLFS PM I(BO 1MM4ZCH REliIZI' #1607. on the truss naterial at each bearixg. this truss is designed using the 1-2 -378 .00 .06 .06 Ix4 min. oa-iL-i.talaus lateral btacilr3 attadrxl Dl- i e oust }x plwic?zd to avoid pa -0i VA=. LII -97 Cade. Bldg F]rlmal =Yom' 2-3 -357 .00 .23 .23 to flat 'IC ud-lere irrlicated w/ 2-103 rails PLA1Rr3 PASED CN MEEN ILFI13M Truss Location = Et-ud Zane 3-4 -430 .00 .07 .07 each. IuTber nust he structural grade. B TC Dead 17.00 psf Bract e 24" o.c. ]mless ncte3 otherwise. will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss ill. Bldg Lang h = 90.00 ft, ldgWWidth-40.00 ft 5 - 6 � 206 CSI 5-6 296 accordance with the following standards: 'JOINT DE't AIL-. ', by'froswal, 'ANSI/TPI 1', '1VTCA F- Wood Truss Council of America Sandard Dsign Dead 13.00 rout llei�-t = 20.84 ft, nph = 80 .04 .06 .10 6-7 302 .04 .0'7 .11 BC psf LB`' S�l� c Dead Load = 27.0 psf may'• 7-8 343 .04 .08 .12 Tp5. 0. Version T6.3..1 Paper Association (AFPA) is located at i ll 1 1901 Street, MV, Ste 800, Washington, DC 20036. TOTAL 46.00 psf WEB F1 RCE CSI WEB F>CRCE CSI 2-6 75 .02 3-7 84 .03 2-7 54 .02 MX EEFTFY CN (span) L/999 IN KM 6-7 (LnE) L -.01" D= -.01" N -.021- .02"Joint JointLocatirns = 1 0- 0- 0 5 0- 0- 0 2 1- 2-•2 6 1- 0- 6 ' 3 5- 6- 6 7 5- 6- 6 4 6- 8- 8 8 6- 8- 8 1-21-2 2 4-4-3 1-2-2 1-2-2 5-6-6 6-8-8 1-3-3 1 f. 3 4 1� 4-0-0 -10.00 0-"-- 0-" 5 6 7 8 1-0-6 4-� 1-2- t 1-0-6 5-6-6 6-8-8 oeROF ESs/p� Q� C/) C I No. 458 2 m u.I __j�� lT M Ex . 12,310 q�F�F CP,�1�� 2/2®/2®®3 Scale: 19/32" = 1' WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 refl Ratio: L/360 7C: 14/480 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 ga.), or 11MX1'(TWI4X 20 ga.), positioned per Joint Details Report. - Circled plates and false frame plates are positioned as shown above. Shift able stud laces to avoid overla with structural Tates (or sta le). WARNING Rend all notes on this sheet andrive a. copy of � ft to the Erectiiarr Contractor. o TBF: 22.0 WT: 49 # This design is for an individual building component not truss system. It has been based oil specifications provided by tate component manufacturer and done Cha: in accordance with the current versions of'rpi and APPA design sl:mdards. No responsibility is assumed for dimensional accuracy. Dimensions are 10 be Dsgnr: me #LC = 13 verilied by the component mcurufachrrer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this CAL design meet or exceed tate loading imposed by the local building code and the panicular applicaliun.. 1'he desien aSSLllnes that the top chord is Iaterdly TC Live 16.00 psf braced by the, roof or fluor sheathing and the bottom chord is Laterally braced by a rigid sheathing material directly anached, unless otherwise noted. Bracing shown is for laterad support of components members only to reduce buckling length. This component shall not be. placed in may environment that TC Dead 17.00 psf TRUSWAL SYSTEMS - will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss ill. BC Live .00 psf 4445 Northpark Dr., Colo Sprigs, CO 80907 accordance with the following standards: 'JOINT DE't AIL-. ', by'froswal, 'ANSI/TPI 1', '1VTCA F- Wood Truss Council of America Sandard Dsign Dead 13.00 - Responsibilities, '11ANDLING INSTALLING AND BRACING N101'AL PLATE CONNECTED WOOD TRUSSES' - (lite -91) and '1 -IIB -91 BC psf SUMMARY SHEET' by ,rPI. The Truss Plate Instimne (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The Amorican Forest and Tp5. 0. Version T6.3..1 Paper Association (AFPA) is located at i ll 1 1901 Street, MV, Ste 800, Washington, DC 20036. TOTAL 46.00 psf 2/2®/2®®3 Scale: 19/32" = 1' WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 refl Ratio: L/360 7C: 14/480 1 1lo.10 10.00 0-P 0-0 4 6 3-7-6 3-7-6 Truswal Systems Plates are 20 ga. unle=gs_�hown by "18"(18 ga.), 7-2-1.2 11I -I"(16 ga.), or "MX"(TWIX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift qable stud plates to avoid overlap with structural lates (or sta le): 3-6-8 st IP 104-13 QROFESS co f'�' LU J Flo. 45982 /X m lx Ex . 12/31/06 ` 1 Scale: 15/32" = 1' WARNING Read all notes on this sheet and It copy of it t0 the 1:1'eCtfng Contractor. TBE: 15.3 WT: 38 # Job Name:11wael Truss ID: H27 Qty: 6 brw e BIS X -LCC REACT SIZE �'D TC 2x4 EFL #1 & Btr. Plating spec :. PN - 1995 This 7 Ox is d�iglrxl using the LDC -97 ( 1 0- 1-12 349 3.50" 1.50" BC 2x4 DEL #1 & Btr. TI US LESICN IS 'IHE CCP'CSTIE RFS= OF 'IAD D>cl� =Yes B E los 2 . 7- 1- 0 349 3.50" 1.50" WEB 2x4 • DFL 3D*EARD a= VA M PER ICED RESEPRCH FRKRT #1607. MULTIPLE I CASES" EURDU RE9JBZDE11IS s1 -rim are based CNGY -us 'Boss ane/o e -a = De = 1,b CatecJm4 = B 3luricu>`/(beau Tera = 130 TC KPLE AXI, HID CSI TceAPd far 10 PSF mra»carre tt DaL. az the tnms material at eada hear -it -9 ]?LPTII3; EASED CN C37EII3 LIMBER UALIlES. ga Bl La 1 = 90.00 ft, Bldg width = 40.00 ft 1-2 -334 .00 .11 .11 Bracing shown is for Literal support of components members only to reduce bucld'uhg length. 9'his component shall not be placed un any environment than will cause the moisture content of the wood to exceed 19% and/or corse connector plate corrosion. Fabricate, handle, install and brace this moss in P1,a> ra:tt eight =. 21.71 ft, nph = 80 O--oaparr Asad Lcad = 27.0 psf 2-3 -334 .00 .11 .11'. O.C. Spacing 2- 0- 0 aR5 NorAthLpSY SYSTEMS Springs, Co 90901 UC Standard, y, BC FCFZCE AXL END CSI 13.00 psf Design Spec UBC -97 4-5 205 .02 .07 .09 L2fl Ratio: 1/360 TC: L/480 5-6 205 .02 "07 .09 Paper Association (APPA) is located at 1111 19th Strew, NW, Sic 800, Washington, DC 20036. TOTAL 46.00 psf E EB FCIRCE CSI WE FmCE CSI 2-5 115 .05 MX rEFTt:r'rrCN (span) LV999 IN M4 5-6 (LIVE) 1F .00" D= -"Ol" T= -.01" = Joint Iccatiam - 1 0- 0- 0 4 0- 0- 0 2 3- 7- 6 5 3- 7- 6 3 7- 2-12 6 -7. 2-12 3-7-6 3-7-� ' 3-7.6 7-2-1.2 3-7.6 3-7-6 t2 1 3 1 1lo.10 10.00 0-P 0-0 4 6 3-7-6 3-7-6 Truswal Systems Plates are 20 ga. unle=gs_�hown by "18"(18 ga.), 7-2-1.2 11I -I"(16 ga.), or "MX"(TWIX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift qable stud plates to avoid overlap with structural lates (or sta le): 3-6-8 st IP 104-13 QROFESS co f'�' LU J Flo. 45982 /X m lx Ex . 12/31/06 ` 1 Scale: 15/32" = 1' WARNING Read all notes on this sheet and It copy of it t0 the 1:1'eCtfng Contractor. TBE: 15.3 WT: 38 # WO: JLWAEL ,.ipe This design is for mit hhdividual building component not [toss system. It has been basad on spzcifications providzd by ilia componzm mnurfacnuer:md duue Ch1c: Customer Name: ht accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be, Dsgnr: me #LC = 14 da �e��' KBI 1C verified by the component manufocmrer and/or budding designer prior to fabrication- The building designer must ascertain that the loads utilized on this building the application. The design asstunes dull the top chard is laterally TC Live 16.00 psf DurFaes L=1.25 P=1.15 design meet or exceed [lite loading imposed by ilia local code mid particuUr y a rigid sheathing tteti-al directly attached, unless othehwise noted. braced by the roof or floor sheathing and the bottom chord is laterally braced bna TC Dead 17.00 psf Rep Mir Brad 1.:15 Bracing shown is for Literal support of components members only to reduce bucld'uhg length. 9'his component shall not be placed un any environment than will cause the moisture content of the wood to exceed 19% and/or corse connector plate corrosion. Fabricate, handle, install and brace this moss in BC Live . 00 psf O.C. Spacing 2- 0- 0 aR5 NorAthLpSY SYSTEMS Springs, Co 90901 accordance with ilia following standards: 'JOINT' DE'T'AILS', by Tnrswal, 'ANSUITI 1', '\PTCA V - Wood Tntss Comhcil of America Standard Design '11113-91 BC Dead 13.00 psf Design Spec UBC -97 Responsibilities, 'HANDLING 1NS'rALL1NG AND BRACING h•IE"rAL PLATE CONNEC'T'ED WOOD TRUSSES' - (NIB -91) and SUMMARY SHEET" by TPI. rhe Trnss Plate lnstiiute (TPI) is located at 583 D'Onofrro Diil'e, Madison, Wisconsin 53719: The American Forest and L2fl Ratio: 1/360 TC: L/480 „Tp5.0 Version T6.3.1 Paper Association (APPA) is located at 1111 19th Strew, NW, Sic 800, Washington, DC 20036. TOTAL 46.00 psf ob Name: ilwael EM 1 X -IOC 0- 1-12 REACT 631 SIZE REQ'D 3.50" 1.50" TC 2x6 DFL #2 2x4 1&I, #1 & Btr. 2-4 2 13- 0- 1 604 3.50" 1.50" BC 2x4 DFL #1 & Btr- .10 .33 veriFtted by rhe component manufacntrer and/or bttilding designer prim' to fabrication. design meet or exceed the loadhtg iiupuied by the local bullding code and the particular applicuion. The design assumes that the top chord is laterally 7-8 -28 .00 WES 2>c4 InS TC ERRE AXL RD CSI PLATE VALLE4 PERI RESEARCH IST #1607. 1-2 -829 4-7 1729 .70 SUMMARY SHEET' by'I'P1. The Tniss Plate Institute (1'PI) is located at 533 D'Onofrio 7x4 min. ocritin.>ats lateral bracil'YJ attadaal 2-3 -664 .00 .10 .10 .33 to flat TC where indicated w/ 2-10d nails 3-4 -1691 .01 .32 .40 ead-i. Lunjl er' trust be structural grade' 7-8 (LIVE) .05 .35 Blue e 24" o.c. unless rte3 ct1>E-1w6se. BC FCRCE AXL ETID CSI Circled plates and false frame plates are positioned as shown above. Shift able stud latex to avoid overlap with structural Plates (or staple). 5-6 619 .08 .12 .20 This design.is for an individual bi ild'urg componeni 1101 uvss system. 1(113s been based on specifications provided by the component tteuulfacnlrer and done 6-7 1691 .22 .10 .33 veriFtted by rhe component manufacntrer and/or bttilding designer prim' to fabrication. design meet or exceed the loadhtg iiupuied by the local bullding code and the particular applicuion. The design assumes that the top chord is laterally 7-8 -28 .00 .15 .15 Brazing shown is for literal support of components members only to reduce buckling length. This component shall not he placed in any environment that Fabricate, handle, install and brace this muss b1 WEB FCRM CSI TAEB FCRrE CSI with ilio following standards: '701N'f DETAILS', by'I'ruswal, 'ANSI/1'PI 1', 'RrTCA 1' - Wood Tntss Council of America Standard Desien ' 2-6 312 .13 4-7 1729 .70 SUMMARY SHEET' by'I'P1. The Tniss Plate Institute (1'PI) is located at 533 D'Onofrio 3-6 -1050 .62 4-8 -530 .06 3-7 -217 .03 MX LEFL=CN (Saari) L/999 IN NSM 7-8 (LIVE) L,= -.05" D= -.09" T= -.14" = Joint Locations - 10- 0- 0 5 0- 0- 0 2 1- 7-11 6 1- 7-11 3 7-3-0 7 7-3-0 4 13- 1-13 8 13- 1-13 t 1-7-11 10.00i Truss ID: H28 Qt? Plating spec : AWI/`IPI - 1995 THIS LESIW IS THE CGf 3rlE RESULT OF PILLTTPLE LMD CASES. BEARIW, Rp2UIRSvENfS sho n are based C1LY on the truss material at ead� bearing. DL-airoge rust ba Provided to avoid paldiay. PLATII,Z BMW C1V GUN LIFEER VAJM - M -d veltirals designed for axial loads crily E.lisiais above or below to truss profile (ifany )mute additicrian l asidaration (by driers) for h-iri.z. lards on the bldg. 5-7-5 7-3-0 3 5-10-.13 13-1-13 This deia based al chard brava 1g plied per the sd-rad_rle: mac: o.c. from to TC 24.00" 1- 8-12 13- 1-13 sus truss is desigried usirrg the- LDC-97 heLDC-97 CLQ. Bldg EIr-Loser = Yes Truss Lccatien = Eha ZCne nn-,icane/oosan Idie = No , Eapc�ategorY = B Bldg I,n th = 90.00 ft, Bldg %dth = 4 0. 00 ft Mean X light = .21.03 ft, 1101 = 80 LEC Starr-ajrd O:o4aairy, Ikad Laid = 27.0 psf 4 0-3H4 5 6 7 1-7-11 5-7-5 1-7-1.1 7-3-0. 8 5-10-13 t 13-1A3 I • ` �-3-3 ESS/ still.QROF p/,/ w J No. C 5982 n +�! Exp. 2/31/0IJ n r F `C; i TBF: 32.0 WT: 80 # Chic: Dsgnr: me #LC 13 TC Live 16.00 psf TC Dead 17.00 psf BC Live .00 psf BC Dead 13.00 psf TOTAL 46.00 psf 2/2®/2®®3 Scale: 3/8" = 1' wo: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Ddl Ratio: L/360 TC: U480 Truswal Systems Plates are 20 ga. unless shown by 1118"(18 ga.), "H"(16 ga.), or "MX"(TWIX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift able stud latex to avoid overlap with structural Plates (or staple). WARNING Read all notes on this sheet and give a colw of it to the Erecting Contractor. This design.is for an individual bi ild'urg componeni 1101 uvss system. 1(113s been based on specifications provided by the component tteuulfacnlrer and done in accordance with the current versions of TPI and AFPA design standards. No responsibili(y is assumed for dimensional accurncy. Dimensions are to be The build'utg designer must ascertain that the loads utilized on this p� ® L veriFtted by rhe component manufacntrer and/or bttilding designer prim' to fabrication. design meet or exceed the loadhtg iiupuied by the local bullding code and the particular applicuion. The design assumes that the top chord is laterally �d braced by the roof or Flom' shcatbing and the bottom chord is laterally braced by a rigid sheathing material directly a0ached, Unless 0lherwise nnred. Brazing shown is for literal support of components members only to reduce buckling length. This component shall not he placed in any environment that Fabricate, handle, install and brace this muss b1 will cause the moishrre content of die wood to exceed 19% and/or cause connector plare corrosion. TRUSWAL SYM1,1Saccordance with ilio following standards: '701N'f DETAILS', by'I'ruswal, 'ANSI/1'PI 1', 'RrTCA 1' - Wood Tntss Council of America Standard Desien ' 4945 Norrhparl: Dr., Colo Springs, CO 80907 Responsibilities, 'HANDLING INSTALLING AND BRACING NIL'TAL PLATE CONNECTED WOOD TRUSSES' - (MIB -91) and - -'ll Drive, Madison, Wisconsin 53719. The American Forest and SUMMARY SHEET' by'I'P1. The Tniss Plate Institute (1'PI) is located at 533 D'Onofrio Tp5. 0 Version T6.3.1 Paper Association (AFPA) is looted at ]ill 1911i Street, NT\Y, Ste 800, Washington, DC 20036. I • ` �-3-3 ESS/ still.QROF p/,/ w J No. C 5982 n +�! Exp. 2/31/0IJ n r F `C; i TBF: 32.0 WT: 80 # Chic: Dsgnr: me #LC 13 TC Live 16.00 psf TC Dead 17.00 psf BC Live .00 psf BC Dead 13.00 psf TOTAL 46.00 psf 2/2®/2®®3 Scale: 3/8" = 1' wo: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Ddl Ratio: L/360 TC: U480 Job Name: jlwael Truss 1®: H29 Qty: 1 ®rw : %.wvsva i aiv-r-v-ra BIS, X -IDC I�1CT SITE RQZ'D TL 2x5 DFL #2 Plating spac : XBI/TPI - 1995 This doss' based on d-jo:d l-tracirg OUPI'ed tl� f ilfr 1 0- 1-12 631 3.50" 1.50" 2x4 EFL #1 & Btr. 2-4 THIS TBSICN IS TBE CCNR�61� RESCLT OF per MaxO.C.sd no.flzrn to 2 13- 0- 1 604 3.50" 1.50" BC 2x4 LEL, #1 & Btr. n LTIPLE LCD CASES. EERUr. REUJBZ '1`115 sh7nn are based MY . 7C 24.00" 3- 8-12 13- 1-13 7C FURCE AM BND CSI WE 2x4 DF STAMORD Pi AM. VA= FFR ICBJ PEM*ZCH RERCZr #1607. al the truss material at eadl b alzng. LB -C- truss is d sicyaa3 using the 7 Code. 1-2 -722 .00 .08 .08 Drainage nest be provided to avoid pczybrcg. Loaded for 10 PSF r=l-�RTH7t BOLL. 1x4 min. cattirnaats lateral UMC11g attadrxl Bldg I =YEli-Aes 2-3 3-4 -523 -657 .00 .27 .28 PLATING BASED CN GREEN ITMBER VAIITES. Ehd verticals designed for 'coal loads only. to flat TL \,IYl'E indicated w/ 2-1od nails Lccat,ed I1uss Tsxaoze = irle =arta Trus HL1r11Cr71]2/Q �11]Sl = NJ E Category = B .01 .27 .28 F rials aI7OJe Iti^lON the t1U58 profile eadn. Umber nust be stl'u&Mrail grad--'. ctlen,2se. B.l Ioot1Z = 90.00 ft, Bldg = 40.00 $ BC 1. AXL HID CSI (if �y ) ,; aclditiaral oansideratian 'for holzz. loads the bldg. Trace @ 24" o.c. unless rammed 1101Wid P� root O = 21.86 ft, = 80 5-6 502 .07 .08 .14 (by ctl�s) on Load= LES Standard Qct Tx�ncy, Dead Iced = 27.0 psf rd 6-7 685 .08 .16 -24 7-8 -75 .00 .16 .16 WEB FURCE CSI 4IEB FCRCE CSI 2-6 238 .10 .4-7 777 .32 3-6 -192 .10 4-8 -551 .10 3-7 -277 ..05 MX LEgLE)rTICN (span) W999 INrEM 6-7 (LIVE) LF -.01" D= -.02" 'IS -.04" = Joint Locations 1 0- 0- 0 5 0- 0- 0 2 3- 7-11 6 3- 7-11 3 8- 3- 0 7 8- 3- 0 4 13- 1-13 8 13- 1-13 3-7-11. 3-7-1.1 3-8-12 1 110 00 4-7-5 8-3-0 3 4-1.0-1.3 t 13-1=13 4 0- 13-1-1.3 5 6 7 8 3-7-11 4-7-5 4-10_13 , 3-7-11 8-3„-0 1.3-1-13 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 sable stud Dlates to avoid overlap with structural plates (or staple) WARNING Rend all notes on this sheet and give a col»v of it to the Erecting Contractor. This design is for an individual building component not uvss system. It has been based on specifications provided by the component n:muf icntrer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimcnsionnl accuracy. Dimensions are io the IKBI�9 � � verified by the component manufacnn•er and/or building designer prior m fabric:atiun. The building designer must ascertain Iltaf the loads utilized ran this ®� design meet or exceed the loading imposed by the local building code and the particular application. The design assumes ilia( ilia trip chord is Icer illy braced by tine roof or floor sheathing and the bonum chord is laterally braced by a rigid sheathing material directly anached, unless otherwise noted: Bracing shown is for laterad suppon of components members only to reduce buckling length. This component shall not be placed iii any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricare, handle, nlil8ll and brace this truss in TR5 NW th Y TE.* Colo S acw -dance with tine following standards: 'JOINT DETAILS', by Trnswai, 'ANSI/Till 1', 'WTCA I' - Wood Tnrss Council of America Standard Design pa Springs, CO 30907 Responsibilities, 'HANDLING INSTALLING AND BRACWG METAL PLA'T'E CONNECT'L"•D. WOOD TRUSSES' - (FIIB-91) and. 'HI13-9:1 SUMMARY SHEET' by TPI. The Tnhss Plate Insfiade (1'PI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The Amerism Forest and TP5.0 Version T6.3.1 Paper Association (APPA) is located at 1111 191h Street, Mit, Ste 800, Washington, DC 20036. 3-2-7 3-11-3 HIP TBF: 36.0 WT: 90 # Clic: Dsgnx: me #LC = 14 TC Live 16.00 psf TC Dead 17.00 psf BC Live .00 psf BC Dead 13.00 psf TOTAL 46.00 psf p,FESS;')�( t ES 9 F Cj C11 U.1 J N . C 5582 or xF. 121 31/06 OF C -NO. 2/2®®2®®3 Scale: 3/8" = 1' WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Dafl Ratio: W360 'IC: 14/480 ®b Name: glwael 1,/999 INKM Truss 1®: W30 Qty: I Dams/g: LUV -5u-5, VV'*-u'rt5 EM X -LOC REACT SIZE REl2' D 'IC 2)6 DFL #2 Plating spec : AMI/'IPI - 1995 OF Tanis design based on dm -'d bracing applied the follavin� sd> c3tle: 1 0- 1-12 631 3.50 1.50" 2x4 DFL #1 & Btr. 2-4 THIS =1(aQ IS TAE 001Ei13iM RE'SC1LT per o.c. fon to 2 13- 0- 1 604 3.50" 1.50" BC 2x4 EFL #1 & Btr. IAEB 2x4 a77, S1tnNC) M rEmPLE LQIAD OSM- BEARIIU RSLIJII2Ds(ENIS sl n. n are based a LY nuc TC 24.00" 5- 8-12 13- 1-13 TC FCRCC AXL am csi PLpjE VA= PER ICBG RESEBPCH REFCRT #1607. car the truss naterial at each bearing. This truss is designed usirs t- 1-2 2-3 -647 -420 .00 .17 ' .17 Drainage mast be provided to avoid Ixi dilr3. FYATnU BASED CN GEM LLM2ER VAIM. Lc adad fcr l0 RSP nY37 CCYY.1nr It Pal 1 4 nun. cuhtmicus lateral b-,Lj attached CBC -97 �. Bldg Ek -,closed =Yes 3-4 -359 .00 .16 .16 .00 .16 .16 Ehd verticals designed fcr axial loads only. E&ersicns above or below the truss profile to flat TC tdene indicated w/ 2-10d nails eadh. Lumber mast be structural grad`. T11rss Lor- t .on = EYel Zone Fbrricsm/Oxan Lune = 1,b , Ex;p C ltegotry = B BC 5-6 F� 417 AXL END GSI .05 (if��y ) recgaire ad3itiahal crxlsidzxatiah (by ctl�rs) fon hmZz. loads on the bldg. IDace Q 24" o.c. unless nited otherwise. Bldg La'ggth = 90.00 ft, Bldg Width = 40.00 ft I -� rmf height = 22.70 ft, rrph = 80 6-7 373 .12 .16 .04 .12 .16 braced by the roof or floor sheathing told the bottom chord is Laterally braced by a rigid sheathing material directly nti nched, unless orhenvise noted. me standard r -y, Dead Load = 27.0 psf 7-8 -124 .00 .09 .09 psf .TRUSWAL SYSTEh•IS WEB FORCE CSI VM F .CPCE CSI 2-6 145 .06 4-7 574 .23 3-6 169 .05 4-8 -559 .21 3-7 -353 .13' MAX DFRFrrrtll (span) - . 1,/999 INKM 5-6 (LIVE) IF -.01" D= -.02" T` -.03" = Joint Iaations = 1 0-0-0 5 0-0-0 2 5- 7-11 6 5- 7-11 3 9- 3- 0 7 9- 3- 0 4 13- 1-13 8 13-.1-13 5-4-11 4-4 I0-7-7 5-75-7 5-7-1"1 > 4 12 1 '2 3-7-5 3-1113-11113 , 9-3-0 13-1-13 3 l� 7-4-0 4 �\,,ofES" 1k; \I•co & IZZC r.. C 45 8^c LU -I 1-, (i t P. 12/3-1 06 ^J 13-1-13 r� 5 6 7 8 a 11 7-" 3 -:LO -13 Truswal Systems Plates are 20 a. r� s--t;hown b a.), q 2®2®/2®®3 "H"(16 gay) , or "MX" (TWMX 20 ga.) , 'ptsI tioned per J i4t� Details Reportl3-:L-.1.3 Scale: 5/16" = 11 Circled plates and false frame plates are positioned as sho%,nh above. Shift gable stud glates to avoid overlaE with structural glates (or stale). YYf ."ING Read all notes on this sheet and �ipe a copy of it to the F_rectin, Cofctractor. TBF: 42.7 WT:103 # WO: JLWAEL This design is for an hndividmil building component not truss system. It has been based on specifications provided by tle component rnumfacmrer and done Ch3c: Custmner Name: ill accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are m, be Dsgnr: me #LC = 14 da 1 t�9 ®KCAL verified by the compuneul mvnnfacntrer amd/or building designer prior to fabrication. The building designer most ascertain that flee loads utilized on This design meet or exceed the loading imposed by the local building code and the paniculnr application. The design assumes that the top chord is laterally TC Live 16.00 psf DurFacs L=1.25 P=1.15 braced by the roof or floor sheathing told the bottom chord is Laterally braced by a rigid sheathing material directly nti nched, unless orhenvise noted. TC Dead 17.00 Rep Mbr Bnd 1.15 Bracing shown is for Lateral support of components members only m reduce buckling length. This component shall not be placed in any environment that psf .TRUSWAL SYSTEh•IS will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, luundle., install and brace this muss in BC Live .00 psf P O. C. S aein 2- 0- 0 P 4 4445 Northpark Dr., Colo Springs, CO 80907 accordance with the following standards: 'JOINT DISTAll S', by Truswal, 'ANSirrpi I', '1VTCA 1' - Wood.'huss Council of America Standard Design S g Design Spec UBC -97 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNL"CTED WOOD TRUSSES' - (14113-91) and '11113-91 BC Dead 13.00 psf SUMMARY SHEET' by TPI. 'fine Tniss Pble fnstitufe (TPI) is located ai 583 D'Onofrio Drive, Madison, Wisconsin 53719. Tlie American Forest tend - Daft Ratio: L/360 'IC: L/480 Tp5. 0 Version T6.3.1 Paper Association (AFPA) is located at 111 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 46.00 psf Job Name: jlwael Truss I®: H31 Qtr: 1 Drw :l,UU,3U.'2 1 VV&t-U%7 BIU X -IDC REOCI` SIZE IEQ'D `IC 2x6 DFL #2 Plating spec : AMI/TPI - 1995 This des,based aik did bracing awlied 1 0- 1-12 631 3.50" 1.50" 2>[4 EEL #1 & Btr. 2-3 'IRIS IESI(1 IS TIE MIT= RD= OF per tile, folio drip sd�le: frail to 2 13- 0- 1 604 3.50" 1.50" BC 2x4 DFL #1 & Btr. [� 2x4 DFL STIaI�RD HLITPIE LCIAD CPSES. BEPRIIIJ3 REITTIRQNENIS ahan are basad CMLY max O.C. - TC 24.00" 7- 8-12 13- 1-13 'IC FGRE AXI, RM CSI PIAM VAIM PER IC130 RESEARCH REP= #1607. on tlr truss material at eac11 bearing. This truss is designed using tyle 1-2 -582 .00 .34 .34 Pair>age nest be provided to avoid pazdurj. Loaded for 10-ESF lxaroa>anra>t BC.L. LDC -97 Qxle• 2-3 -335 PLAT= BASED CN COSI LIM M VALIIES. 1x4 nun. ashtinro-hs lateral It-irg attad-d Bldg Er106xl = Yes .00 .31 .32 End verticals designed for axial loads ally. to flat 712 k -Awe indicated w/ 2-10d nails Truss Lecatiai = End Za-e I-Urricarr/Ozearr Line = Iib EV Category = B EC 4-5 FCRCE AM RD CSI 342 .04 .31 .35 Dta'isia-is abe or beat w the truss profile (if ) rc ails additional acmideatiai eada. Livir- - must be structural glade. Brace @ 24" o.c. unless ric-tad otlrnrise. , Bldg Larath = 90.00 ft, Bldg WiC$11 = 40.00 ft 5-6 -173 .00 .31 .31 (by others) for hariz. loads on tIr bldg. Doman ri ci Tright = 23.53 ft, not = 80 LEE Stan m -d. ck=4 .)�, D-= Lead = 27.0 psf WEB FUKE: CSI WEB FMCE CSI 2-5 -181 .12 3-6 -554 .38 3-5 511 .21 MAX rx'FT F1 CN ( fir) . L/999 IN MEM 4-5 (LIVE) LF -.04" D= -.07" T= -.10-- Joint .10"Jaunt Lccatiazs = 1 0- 0- 0 4 0- 0- 0 2 7- 7-3-1 5 7- 7-31 3 13- 1-13 6 13- 1-13 7-0-11 4-4 I0_7-7 7-77-7.1 5-6-2 7-7-1.1 13-1-13 2 3 1r O,mo x-4-0 0-.�,4 2-3 6-6-7 4 5 6 7-7-11. 5-6-2 Truswal Systems Plates are 20 ga. unless sVi vlil by "18"(18 gaI3-1-1.3 "H"(16 ga.), or "MX"(TFIMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift able stud later to avoid'overlaI2 with structural glates (or sta l.e). WARNING Rend all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individmal building component nut tress system. It has been based on specifications provided by the component tnani faciurer and done in accordance with the current versions of'rPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Kill�Q ��� serried by the component tnanufachtrer and/or building designer prior to fabrication. "I'Ire building designu must ascertauu that due k Ids wil ted ou this f�� design meet or exceed the loading imposed by the local building code and the paoicuLv application. The dasign assumes tl>at the rap chord is Isterdly braced by the roof or floor sheathing and the bottom chord is lateral])' braced by a rigid shevhiug nuuerial directly anached, unless otherwise noted. Bracing shown is for latera] support of components members only to reduce bucklhng length. This component shall not be placed in any environment dial TRUSWAL SYSTErJS will cause fine moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, I><vhdle, install and brace this buss in 4445 Northpark Dr.. Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by'rnuswal, 'ANSI/TPf 1', 'WTCA F - Wood'I'nrss Council of America St:undard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (480-91) and '41111-91 SUMMARY SHEET' by TPI. The Tniss Plate lnstinde (TPI) is located at 583 D'Onufrio Drive, Madison, Wisconsin 53719. The Amerism Forest and Tp5. 0 Version T6.3.1 Paper Association (APPA) is located at 1111 19111 Street, NW, Ste 800, Washbretun, DC 2(1136. ?,oFESS/p C/)� &I N. C 4 982 m :373 P. 12/:r /06 a C. V,� �P TBF: 39.3 WT: 99 # Cbk: . Dsgnr: me #LC = 14 TC Live 16.00 psf TC Dead 17.00 psf BC Live .00 psf BC Dead 13.00 psf TOTAL 46.00 psf 2/2®/2®®3 Scale: 7/32" = 1' WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Daft Ratio: L/360 TC: L/480 Job Name: jlwael 5 6 7' 8 Truss 9®: H32 Qty: 1 ®rw : LUUJU.) 1 UU'r-U3U ERG X -IGC REPLT SIZE REQ -D TC 2>6 DFL #2 Plat:irg spm : A%I/TPI - 1995 Tris clas*ry Lased cn dad bracing applied 1 0- 1-12 631 3.50" 1.50" 2x4 DFL #1 & Btr. 3-4 TMS D�I(4 IS Tl -E CDvffCSrIB RESCLT OF ps t1 a follo�uirg sciZaule: from to 2 13- 0- 1 604 '3.50" 1.50" EC 2x4 DFL #1 & Btr. nUTPLE LOAD CP.S23. EaDlRIM FGjj ZaENM sha�n are lased OILY cant O.C. TC 24.00" 9- 8-12 13- 1-13 TC FCRM AXL UND CSI WEB 2x4 DFL SPADIIARD 14ATE VAIM FER ICED RE� REF= #1607. a7 t) -e trttss material at each bearirg. n -lis truss is dasigned using the 1-2 -671 .00 .14 .14 Dcairrage mast be provided to avoid pa-riiarj. Loaded for 10 FSF nor-cci-omaat BaL. 1x4 lateral bracing attad-rad LEC -97 Oxle. Bldg El -closed = Yes 2-3 -360 .00 .14 .14 3-4 -199 PLATRn BASED ON C32Ubi LLM M VALL&S. &-A verticals designed fca mdal loads arty. nun. o_a'ttitataus to flat TC wdiere, indicated w/ 2-103 nails Truss Lecatiar = EYed ZCM .00 .14 .14 ESd:ensia�s ab:nre or below the truss profile each. luliber nust he structural gracb. 4 = E I1n�3carclth = n Lim = Ido Eqa width Bldg LFsr4tlr = 90.00 ft, Bldg Width = 40.00 ft ' EC FCRCB AXL EM CSI (if ) i dim additianal crnsidrtia-i Brace C 24" o.e. unless lrted other ise. 6-7 477 .05 .0 .15 ( ' ) for h�nsz. loads, rn the bldg. TC Dead 17.00 psf LpC Standard c=patLc-y,3D:ad Lead = 2780 psf 7-8 224 .00 .11 .11 BC Live . 00 psf P 4445 Northpark Di., Colo Springs, CO 80907 accordance with the following standards: 'JOINT- DE'rAII q', by 91uswal, 'ANSUITI 1', 'WTCA F - Wood Council of America Standard Design VM FCPCi E CSI 4gB FCPCE CSI Responsibilities, 'HANDLING INSTALLING AND 131'-4CINGNIETAL PLATE CONNECTED WOOD TRUSSES' - (IIIB-91) and '1.116-91 BC Dead 13.00 psf 2-6 195 .08 4-7 486 .20 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onof io Drive, Madison, Wisconsin 53719. The Ameriam Forest and Tp5. 0 Version T6.3.1 2-7 -424 .27 4-8 -563 .62 TOTAL 46.00 psf 3-7 -87 .10 MAX EEFTH cN (may) 14/999 IN MEDT 6-7 (LIW) u -.Ol" D= -.02" 'r= -.02" Joint Locations - 5-0-14 4-6-14 3-6-2 1 0- 0- 0 5 0- 0- 0 2 5- 0-14 . 6 5- o-145-0-14 9-7-11 13-1-13 5 3 9- 7-11 7 9- 7-11 y-8-17 4 13- 1-13 8 13- 1-13 l 2 13 4 3-4-0 1� 8-8-11 10-7-7 4-4 n �,4 13-1-13 8-2-7 oQp,O` ESS/94/! /\�� �y � • lSs�� F�v� CO s! UQ N.C4592 �m L CC ;p. 12/3006 30 �C1V��- T OF Uk 2/20/2003 Scale: 3/16" = 1' WO: TLWAEL Custcmer Name: da DurFacs L=1.25 P=1.15 Rep b1br End 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 D_t7 Ratio: L/360 TC: IV480 5 6 7' 8 5-0-14� 4-6-14 3-6-2 Truswal Systems Plates are 20 ga. '5g11 -4s shown 1§-v7-jj't18" (181 �II)ii, "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per joint DefhTs Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud 12lates to avoid overla2 with structural later (or sta le). WAIWING Read all notes on this sheet recd , ive.a copy of it to the Erecting Contractor. TSF: 50.7 WT:127 # This design is for an individual building component not truss system. It has been b sed on specifications provided by the component manufacturer and done Chk: in accordance with the torrent versions of TPI and APTA design scuuLards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgnr: Inc #LC = 14 �� 1 IL ® ��� verified by the component manufacmrcr muUor building designer prior to fabrication. The building desiener must aseettaol tlLat the loads tuilized nn this `� design meet or exceed the loading imposed by the local building code and the particular applicaiimt. TFte design assumes that the top chord is Luetnlly TC Live 16.00 psf braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing mater al directly :coached, unless otherwise noted. Bracing shown is for lidera] support of components members only to reduce buckling length. This component sluill not be pL•tced in any environment Ont TC Dead 17.00 psf TRUSIVAL SYSTEMS will cause the moisture content of the wood to exceed 197, and/or ce use corrector libie corrosion. Fabricate, Invndle, installand brace this miss in -Truss BC Live . 00 psf P 4445 Northpark Di., Colo Springs, CO 80907 accordance with the following standards: 'JOINT- DE'rAII q', by 91uswal, 'ANSUITI 1', 'WTCA F - Wood Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND 131'-4CINGNIETAL PLATE CONNECTED WOOD TRUSSES' - (IIIB-91) and '1.116-91 BC Dead 13.00 psf SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onof io Drive, Madison, Wisconsin 53719. The Ameriam Forest and Tp5. 0 Version T6.3.1 Paper Assockdion (APPA) is located at 1 LlI 19th Sheet, NW, Ste 800, Washitunon, DC ^-1X136. TOTAL 46.00 psf 2/20/2003 Scale: 3/16" = 1' WO: TLWAEL Custcmer Name: da DurFacs L=1.25 P=1.15 Rep b1br End 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 D_t7 Ratio: L/360 TC: IV480 Job Name: jlwael Truss ID: H Qtr: I ®rw : (LUUJu.'30 I uu-t-ua IM X -LDC REACT SIZE REQ'D 'IC 2x4 EFL #1 & Btr, plating spec • PNSI%PPl - 1995 he This truss is dig ed using the- LW -97 t�. 1 0- 1-12 369 3.50" 1.50" 1 BC 2x4 DFL #1 & Btr. 'THIS TESICN IS THE CU�3rM RESULT OF Bldg = Yes 2 7- 4- 6 369 3.50" 1.50" [EB 2x4 DFL SZ PLATE VALLES PER I1C37 RESFPIX.Tf RERIU #1607. Iv.LTIPLE LMD CASES. BURIIT' RB�NENIS sham are I�sa3 OIf� Locaxc! Truss Laatiah = F]Id 7nhe I3uza.cat>°/yrath Line = Ib E)p Category = B IC RPM AXI, BM CSI FIATIl� BASED CN C32EEf7 ZLMBFI2 VALTffi. al the truss matezaal at each bearvzg. Bl dgLerr�th = 90.00 ft, Bldg Width = 40.00 ft 1-2 -401 .00 .10 .10 2-3 -410 .00 .10 .10 TC Live 16.00 psf braced by the roof or Floor sheadiuig and the bottom chord is laterally braced by a rigid sheathing material directly nnached, unless otherwise noted. Meath loof height = 21.29 ft, nph = 80 LBC Staybrd ooa rpm :y, Dad Lied = 27.0 psf BC FC RCE AM BM CSI will cause the moisture content of the wood to exceed 197 and/or cause connector plate corrosion. Fabricate, handle, install and brace this puss in BC Live .00 pef 4-5 299 .04 .06 .10 BC Dead 13.00 psf Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (I -TIE -91) and 5-6 308 .04 .06 .11 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Wishineton, DC 20036. M TOTAL 46.00 psf F]EB PCKE CSI V03 FCRCE CSI 2-5 123 .05 MAX EEFLFI;,TICN (sin) L/999 IN MEM 4-5 (LIVE) L= .00" D=-.01" T= -.01" = Joint Locations . 1 0-0-0 4 0-0-0 2 3- 8=12 b 3-10- 8 3 7- 6- 2 6 7- 6- 2 3.8.12 3-9-6 3-8-1.2 7-6-2 2-7-0 10-4-5 H CL TRUSWAL SYSTEMS 4445 Northpark Dr., Colo Springs, CO 80907 Tp5.0 Version T6.3.1 3-8-12 i3-9-6 ] 2 3 r 7.16 7.07 2-8-1.0 QFO�ESSl0,%9 s l lip vC'L� fV0 10) 10.4-5 (J ( 'Cr fJO. 41 '392 ::0 harm,, w1 Exp 12/3 OS \ , I V q 5 6 3108 3710 Truswal Systems Plates are 20 ga. unles3--*Awn by "1811(18 ga.) , 7-6-2 H11(16 ga.), or."MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift cLable stud Tates to avoid overlag with structural Tates (or sta le). WARNING Rearl all notes on this sheet and give a copy 0j, it to the Erecting Contractol' TBF: 14.7 vrr: 37 # This design is for an individual building component not hits System. It has been based on specifications provided by the component manufacturer and done Chk: in accordance with the current versions of TPI and AFPA design standards. rds. No responsibility is assumed for dimensional accuracy. Dimensions a"d to be Dsgnr: me #LC = 13 verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain tlat the loads utilized on this design meet or exceed the loading imposed by the lomI building code and the part icuLir applica ion. The design assumes that the top chord is Lnet•ally TC Live 16.00 psf braced by the roof or Floor sheadiuig and the bottom chord is laterally braced by a rigid sheathing material directly nnached, unless otherwise noted. TC Dead 17.00 paf Bracing shougn is for lateral support of components members only to reduce buckling length. 'Phis component shall not be placed in any environment that will cause the moisture content of the wood to exceed 197 and/or cause connector plate corrosion. Fabricate, handle, install and brace this puss in BC Live .00 pef accordance with the following standards: 101NT DE'T'AILS', by Truswal; 'ANsirrm 1', 'WTCA T' - Wood I'russ Council of Amerin Standard Desieti '1110-91 BC Dead 13.00 psf Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (I -TIE -91) and SUMMARY SHEET' by TPl. 'rbe ,rruss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Wishineton, DC 20036. M TOTAL 46.00 psf 2/2®/2®®3 Scale: 9/16" = 1' WO: JLWAEL customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing• 2 0- 0 Design Spec UBC -97 Dzfl Ratio: 1.4/360 M L/480 Job Dame: jlwae@ HRG X -LOC REACT SIZE 1 4- 7-13 381 3.50" 2 8- 0- 0 550 3.50" 3 11- 4- 4 1803 3.50" TC FORCE AXL END CSI 1-2 356 .02 .28 .30 2-3 329 .00 .40 .40 3-4 1439 .18 .40 .58 BC FCRCS AX'L IIID CSI 5-6 297 .00 .09 .09 6-7 -961 .01 .18 .19 7-8 -996 .01 .18 .19 X1.50" BC 2x4 DFL #1 & Btr. 1.50" WEB 2x4 EFL S17aNDARD 1.55" G2L BLK 2x4 DFL SPA11M PLATE VAU.ES FER IC90 RETIPM1 RE'aZr #1607. Marto all interiorbearing lo=atirns. I�itam» t bracing is ll�7 (by others) to prevent rutatirn/tq� See HIB -91 and ANSI/I'PI 1-1995; 10.3.4.5 and 10.3.4.6. Shim bearirsJs (if need for reg. -4V-t. FIATR,n BASED CN GEW LLNBER VAI= - aid verticals designed for axial leads only. Dd=erisicns al ocr below the taws profile (if �1)ire additiaal otarsideration by Mexrequfor 17caiz. loads on the bldg. WM FCRCE CSI VM FCRCE CSI 1-5 -343 .06 3-6 747 _30 1-6 -170 .04 3-7 -1510 .18 2-6 -746 .13 MA){ EEFL T" tTCj (Gpm-) 1999 IN MFM 6-7 (LIVE) 1- .00" D= 00" -.O1" MAX EEFLFX-TI(N (cant-) Ll/999 INMFM 7-8 (LIVE) Lr= -.03" D= -.05" T= -.07" Joint Locations = 1 0- 0- 0 5 0- 0- 0 2 3- 5-15 6 3- 5-15 3 6-10- 6 7 6-10- 6 4 ll- 5-15 8 11- 5-15 3' 4-9-12 6-8-4 T 1-100--12 I 1-10-8 L Truss I®: K Qty: 1 Plating spec : ANSI/'PPI - 1995 'II1LS T.. sipw IS 'IEE pNEmrIE fE= OF tKIL,TIPLE LCAD CASES. BFA.RL,n Fa2ffREI',aM sj- n are based ONLY on, the truss material at each hearing. Loaded for 10 PSF I=-o:1XXrr er± BZL. Install interior support(s) before ei Ction. Play use a&-4tate staples for gable blocks. BUIIDIDU 171SIQER MOST VERIFY CAME LOPES! [4if gable p to llAwde1Z l�plied to face Sae "Geral Cable Details", C002065035. -Attadl seomiary top did (if shosz) with 2-4 plates (2}. or 3-6 plates (2.6) at 24" o.c. aiid� lied is tatin addil-icn to tlhz lr_�b plating she -ah. se=idary top d=1 may be notched for oatlookers as neb3al. D3 NJr N7ra-f 4d-) sR>N BY (*•*) . 3-5-153-4-7 4-7-9 3-5-1.5 6-10-6 1.1-5-15 j 3-4-15 t2 810-0 4--t 100 -10 001 M UPLIFP REAcTIC`7(S) SLwcrrt 1 -118 lb This truss is designed usixg the LC -97 C1x1a. Bldg E1x1osed = Yes 'illuss Location = 2rA Zone ilzu• I ength = go.00 ft Bldg h40. 0 ft Bl�jear] Li rfdtl� ght = 23.64 ft, nph = 80 L1% Starrkaa.'d Oargkamy, Dead Load = 27.0 psf --LOAD CASE #1 ILSI(N LOPES ---------------- Dir L.Plf L.Irc R.Plf R.Lcc LLi/'IL TC Vert- 66.00 0- 0- 0 111.05 TC Vert 177.05 4- 6- 1 212.00 4- 6- 1 .00 8- 0- 0 .18 TC Veit 212.00 8- 0- 0 132.00 BC Vert 26.00 4- 6- 1 26.00 16- 0- 0 .39 16- 0- 0 .00 8-U-11 1F 8-6 l t LI -S-1 5 , 4-6-1 TYPICAL PLATE : 1.5-3 STUB �3 3-4-15 6 3-4-7 7 4-7 Truswal Systems Plates are 20 39yPI5unl.es&'IUlfiswn by "1@1'-511ffi ga-) . OVER 3 SUPPORTS "H"(16 ga.), or "MX"(TW[°1X 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. .Shift oable stud elates to avoid overlap with structural plates (or stn le). WARNING Read till notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an btdividual building component not miss system. Il has been based on specifications provided by the component mtnufacturer and done in accordance with the current versions of'fl?l and APPA design standards. No responsibility is assumed for dimensional a=irnq. Dimensions are to be KB ®RCAL verified by the component mainufactrrer and/or building designer prior to fabrication. The building designer most ascertain that the loads utilized on this design meet or exceed the loading imposed by the local bi lduug code :tad the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for Literal support of components members only to reduce budding length. This component slha0 not be placed ba any environment that will cause the moisture content of the wood to exceed 195, and/or cause connector plate corrosion. Fabricate, handle, install and brace this nvss in TRUSVAL SYSTEMSaccordmtce with the following standards: 'JOINT DETAILS', by'1'rusu^al, '.ANSI/'fPl 1', AVTCA 1' - Wood'rntss Cunucil of America Standard Design 4445 Northpark Dc, Coto Springs, CO 80907 Responsibilities, 'HANDLING INSTALLING AND BRACING Mli'fAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Tross Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, \\'isconsin 53719. The American Forest and Tp5. 0 Version T6.3 . 1 Paper Association (AFPA) is located at 1111 19th Street, Mor, Sic SIX), Washington, DC 20036. TBF: 62.0 WT:145 # Chk: Dsgnr: me #LC = 27 TC Live 16.00 psf TC Dead 17.00 psf BC Live .00 psf BC Dead 13.00 psf TOTAL 46.00 psf gvr% 2CnF X, llz� z MCI! l)l���i ice' . o' 2/2®/2®®3 Scale: 3/16" = 1' WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 D_fl. Ratio: W360 TC: 1/480 'Job Name: 11wael S'rUB 7 8 9 10 11 1.2 Truss 9®: K 1 Qty: 1 Drw : LUU.su*) 11111't-v®L BRG X -IDC IZEKT SITE RI]D'D T>r 2x6 DFL #2 Plating spec : PMI/TPI - 1995 'Iles truss is desigr6d usug the 1 0- 5-.4 608 3.50 1.50 BC 2x4 DFL #1 & Btr. THIS EEsic1V IS ME alvIlKSME RESULT OF TBC -97 Cly. Bldg Bri losed = Yes 2 13- 4- 4 1016 3.50" 1.50" WEB W= 2x4 DFL SLaIMARD 2x4 DFL #1 & Btr. NLIIIPIPLE LOAD G%923. BEARIM RE12 J )g'IQ`RS shoAn are based CVLY Tiltss Location = a)d Zcre- TC FUKE AXL END CSI PLATE VAUES PER ICE0 REI REFCIRr #''1607. cn the truss material at eadi 1 earji-g. Rti-ricai-e/Oazarl Lu -e = No Dqo Cate9� = B Bldg Lith = 90.00 ft, Bldg Width = 40.00 ft 1-2 -1054 .00 .09 .09 Shim bearin (if ritiC�C1) for req. s4lx)rt. , L fcr 10 PSF lx�rca�amzalt. BaL. Hiner roof height = 23.64 ft, nph = 80 2-3 -755 .00 .12 .12 PLAMrP BASED CN GREEN UPEE R VALTES. L.EC Standal-d o -L pZancy, Dad Lcad = 27.0 psf 3-4 -770 .00 .08 .08 4-5 -565 .00 .09 .09 5-6 267 .03 .09 .12 BC FCRCE AXL BND CSI 7-8 1038 .10 .12 .21 8-9 1055 .10 .07 .17. 9-10 571 .06 .05 .11 10-11 -381 .02 .05 .08 - 11-12 -170 .00 .07 .07 1,M FC RM CSI WEB FCdKE CSI 2-8 62 .03 4-10 •-331 .04 2-9 -371 .09 5-10 439 .18 3-9 618 .23 5-11 -786 .09 4-9 315 .10 MAX LFFIFLTLCN (spar) L/999 IN M I 8-9 (LIVE) 1F -.02" D= -.0411 T= -.0611 MAX rE11=CN (cwt) - Lt/999 IN MEM 11-12 (LIVE) L= -01" D= .01" T= .02" Joint Locatirns - 1 0- 0- 0 7 0- 0- 0 2 3-11- 0 8 3-11- 0 3 7-'8- 8 9 7-.8- 8 4 11- 6- 0 10 11- 6- 0 5 13-0-12 U 13- 0-12- 6 15- 8- 8 12 15- 8- 8 Vn D 1 �s L TRUSWAL SYSTEMS 4445 Northpark Dr., Colo Springs, CO 80907 Tp5.0 Version T6.3.1 7-1-15 4-6 TO -8-14 - 0-1-7 0: 3-1- 1-0 3-9-8 3-9-8 4-2-8 3-11-0 7-8-8 11-6-0 15-8-8 7-8-R8-0-6 1 2 t3 4 5 6' Flo .00 -1 cc 7-8-8 1_8 .0 i 7-13 \OFESS/O S11111 Ir Q N� IO -7-7 co w J No C 459 2 m d Ex .12/31/06 sT��FOFCA U 0'1 S'rUB 7 8 9 10 11 1.2 3-13-1hO 3-9-8 3-9-8 4-2-8 sA®�®/�®�3 2 Truswal Systems Plates ar-1-,L >8 ga. u17l&Ss shownll} .0'18" (18 j�8-?8, Scale: 3/16" = 1' "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 able stud later to avoi-d overly with structural laces (or sty le). WARNING Read all notes on this sheet and ,,�rfve a copy of it to the Erecting Contractor. TBF: 54.0 WT: 127 # WO: JLWAEL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chk: Custamer Name: in accordance Willi the current versions of TPI and APPA design standards. No responsibility is assumed for dinten5iOnlll accwacy. Dimensions are to beDsgnr: mc#LC = 21 da verified by the component rnauufaclnrer and/m building designer prior to fabricslion. The build'utg designer must cucettaut illi[ the hands utilized mil [Ills design meet or exceed the loading imposed by the local building code :ntd dna p:uliculartpplicadon. The design assunnes that ilia top chord is laterally TC Live 16.00 psf DurFaes L=1.25 P=1.15 braced by the roof or flour sheathing and the bottom chord is laterally braced by a rigid sheathing m:nerial directly attached, unless otherwise noted. 17.00 Rep Mbr End 1.15 Bracing sho,wl is for Lateral support of components memba s only to buckling length. This component shall not be placed in any environment that TC Dead psf reduce will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this miss in BC Live - .00 psf o. c. Spacing 2- 0- 0 accordance with Ihz following standards: 'JOINT DETAILS', by TrusWal, 'ANSIITPI 1', 'W'I'CA 1' - Wood'rruss Council of America Standard Design 13.00 Design Spec UBC -97 Responsibilities, 'HANDLING INSTALLING AND BRACING MLTAL PLATE CONNECTED WOOD TPUSSES' - (H113-91) and '}IIB -91 BC Dead psf SUMMARY SFIEET' b"V'rm. The Truss Plate Institute (TPI) is located a( 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Dafl Ratio: 1360 TL: L/480 Paper Association (AFPA) is located at 1111 191h Street, NIV, Ste 130), Washington, DC 1_0036. TOTAL 46.00 psf job Plante: ilwael Truss 1®: K2 Qty: 1 ®rw : L,UU-J49-'P ➢ uu't-u®a EM X -LCC REACT SIZE R132'1) TC 2x6 DFL #2 Platin spec • ANSI/TPI -'1995 ' This truss is designv3d using the LBC -97 Cute. 1 0- 5- 4 700 3.50" 1.50" BC 2x4 DEL #1 & Btr. TMS L^._5I(1`I IS THE CGP: STrE RESMT OF Bldg @-closed = Yes 2 15- 4- 4 900 3.50" 1.50" 14B 2>,4 HELL SIPIDAM 2>-,4 DFL #1 & Btr. M TIPLE MAD GnLE - LEPRDn R92juR NINIS sho n are based GUY Truss Location = Ei-O Zane 'IC FtYtCB AM, RZ CSI WEDM PL11TE UAUES PER ICBO RFSEn.RCii REIilII' #1607. on the truss material at eadn bearl-j. Inaded for 10 ESF nz n-oa-rurient B`iL. Rirricane/Oxan Lupe = No R�tp Categ-Y = B Bldg Le eth = 90.00 ft, Bldg width = 40.00 ft 1-2 -1256 .00 .12 .13 Shim ]xaritVs (if Iii) for rrq. support.. W M21I LLMflER VALUES. Mean riot I)aicji>t = 23.64 ft, nplt = 80 2-3 -1003 .00 .14. .14 FLA7nr. BASED LEC Standaid Cciatpaa'ry, Dnd Load = 27.0 psf 3-4 -997 .00 .17 .17 4-5 -1197 .01 .17 .17 BC FCRCE AM END CSI 6-7 1137 .12 .16 .28 7-8 3.158 .12 .09 ..22 8-9 1082 .12 .11 .23 9-10 1053 .11 .22 .33 YEB FC%2CE CSI TAM FCRCE CSI 2-7 51 .02 4-8 -308 .08 2-8 -349 .09 4-9 40 .01 3-8 880 .36 I'm rEF1 MCN (span) W999 IN MEM 8-9 (LIVE) L= -.04" D= -.07^ 76= -.11" 3-9-8 3-9-8 4-2-8 Joint Loan -inns = 3-11-0 7-!i-8 11-6-0 15-8-8 1 0- 0- 0 6 0- 0- 0 2 3-11- 0 7 3-11- 0 7 ti x -n -n 3 7- 8- 8 8 7- 8- 8 1 2 3 4 5 4 11- 6- 0 9 11- 6- 0 5 15- 8- 8 10 15- 8- 8 1p p 10,00� 7-34 7-1-1.5. t t 4-6 -T0-8-14 n-1-7 0 F_ 9 s`run 6 7 8 9 10 3-11-0 3-9-8 3-9-8 4-2-8 Truswal Systems Plates ar351.TA1 ga. ui718�gs shownllLy-()'18" (18 :113iyn, H11(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift cable stud n7ates to avoid overlau with structural Plates (or sta 8-7-13 S11111 �O"rESS!p In77 CO3 w No. 4598 n cc� Exp. 112/31/0 sT�T I v cC)^Cad{fes WARNING Rend all notes on this sheet and give a cold' of it to the Erecting Contractor. TBF: 511.3 WT: 124 # This design is for an individual building component nut truss s),stem. It has been based ou specifications provided by the component m:mufachu•er and done ate: in accordance with the current versions of'rPI and ARTA design standards. No responsibility is assumed for dimensional accu acy. Dimensions are m beDs : me #LC = 21 ��verified by thecomponent manufacturer and/or buildins designer prior to fabrication. 9'he building designer muni ascertainticu the loads utilized on thisK131 MOR�� design meet or exceed the loading imposed by the local building code and the particular applicadua. The design assumes that the. top chord is L-derally TC Live 16.00 psf braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing rn.•ueriai directly attached, unless otherwise noted. Bracing showmi is for Lateral support of components members only to reduce buckling length. This component shall not be pLaced in any environment that . TC Dead 17.00 psf TRUSWAL SYSTEMS will cause the moisture content of the wood to exceed I97o and/or corse connector plate corrosion. Fabricate, handle, insmll and brace this suss in BC Live .00 psf 4445 Northpark Dr., Colo Springs, CO 80907 accordance with the following siandards:.'JOINT DETAILS', by 7'nuwal, 'ANSUTPI 1', ' WTC'A V - \Vood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLAT[ C:ONNL"CTED WOOD TRUSSrS' - (1110-91) and '11111-91 BC Dead 13.00 psf SUMMARY SHEET' by'I'Pi. The Truss Plate Institute (ITI) is located al 583 D'Onofl'In D17Ve, Madison, %Visconsin 53719. The American Forest and Tp5.0 Version T6.3.1 Paper Association (APPA) is located at 1111 19th Street, MV, Sic 800, Washington, DC 120036. 1 TOTAL 46.00 psf 2/20/2003 Scale: 3/16" = 1' WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Daft. Ratio: 14/360 7C: LV480 Job Rhone: jlwael CSI WEB FCRCE CSI BIG X4CC REACT SIZE REQ'D TC 2x6 DFL #2 1 0- 5- 4 723 3.50 1.50 BC 2x4 DFL #1 & Btr. 2 15-10- 4 723 3.50" 1.50" WEB 2x4 DFL SIANMM BIG HUE R NJIE WEDGE 2x4 DEI, #1 & Btr. 2 ILE26 PLATE VAUES PER ICBG RESEARCH REFCRr #1607. I�rjen.B are flet designed for FMMU BASED CN GRaI UYBER VATIPS. l=.z tar loads. 1T5* 1R AT RIGM END (if specified) is to be SEB SDTSW CATYIIOG installed per Sinpsah qoec�,, raticns aryl is FCR ADDITIWL IIgIAU-ATICN NOTES designed based ah the I0Ilo-ng criteria WEB FCRCE CSI WEB FCRCE CSI 2-7 52 .02 4-8 -400 .10 for the Tnrxst�m 2 PLY, 3:6, TC FCRCE AM EM CSI same sp�ie as sl-x:on this dr-aailg. 1-2 -1310 .00 .13 .13 2-3 -1058 .01 .15 .15 3-4 -1070 .01 .10 .11 4-5 -1442 .01 .18 .19 BC FC%2CE AXL ACID CSI 6-7 1165 .13 .17 .29 7-8 1186 .13 .10 .23 8-9 1255 .14 .06 .21 9-10 1242 .14 .16 .30 WEB FCRCE CSI WEB FCRCE CSI 2-7 52 .02 4-8 -400 .10 2-8 -348 .09 4-9 76 .03 3-8 978 .40 MAX DEkLE)rlZCN (sp.4 L/999 IN HEM 7-8 (LIVE) L= -.03" D= -.06" T`-- -.10" ® Joint Locations - 1 0- 0- 0 6 0- 0- 0 2 3-11- 0 7 3-11- 0 3 7- 8- 8 8 7- 8- 8 4 11- 6- 0 9 11- 6- 0 5 15- 8- 8 10 15- 8- 8 7-3-7 7-1-15 4-6 0-1-7 'truss ID: K3 Qty: 5 Platirg spec : PMI/'Ml - 1995 THIS rF-sjw IS IfHC OT'IFL]SIM RESCLT (k' MTUIE'IE FS1'A.D cam. BEPRIrrT R12L71M ENIS sl-x:;xrr are basad CNLY ah tlhe t1.-uss traterial at each heari -g. Load -ad fcr 10 IIF narca-cun'aht BCLL- 3-11=O 3-9-8 3-9-8 4-2-8 3-11-0 7-8-8 11-6-0 15-8-8 7-8-8 8-I1-0 i 11 2 t3 4 5 lr 0 00 -10. t 0 0_3_S 5.00 -5.00 (1_s 7-5-0 7-8-8 ®rwg: lLUUJV-':P 1 uu't-vl ) r;,� wicU and beams a� 'n� y wit�7 truss rrt st>ppc>rted in a harger. Tlhis mass is designed using the UBC -97 Ctde. Bldg Dnlosed = Yes TYuss Lcxaticn = End Zai ao ricuhe/ocean Line = No , E>'pCate3ary = B Bldg Ler th = 90.00 ft, Bldg Width = 40.00 ft Mean roof l•leight = 23.64 ft, nph = 80 MC Stan- may, Ind Lc d = 27.0 psf 7-3-7 S M, IO -7-7 Qp OF ESs-/��, M ESs No. 45 82 m Ml t_ - 10= Exp 12/31 z l� :\ IV _mac- $'CUB 6 7 8 9 10 3-11-0---, 3-93 9-8 3-9-8 4-2-a 2®20®2003 Truswal Systems Plates artMJ90ga. unle7a8-S.hown by 11.$X11(18 ga.) , 15-8-8 Scale: 7/32" = 1' "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 lates to avoid overla with structural plates (or sta le). WARNING Read all motes onthis sheet and a col�v of it t0 the Erecting Contractor. TBF: 48.8 WT: 116 # WO: JLWAEL Igive This design is for an individual building component nut Truss system. I has been based on specifications provided by the component manuNcnu-er and done Clk: Custer ner Name: in accordance with the current versions of TPI :rad AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to he Dsgnr: me #LC = 14 da Knu1 ®CAL verified by the Component nEIIlUF9eh11'el' alld/0r' buil(hllg deSlglleC pl'iUl' 10 labl'ICa110n. 'Phe birilthltg cosigner' must aSCerYalll IIv91 II72 I0.ads ullh-Led On IVIS design drat the tap chord is laterally ' DurFacs L=1.25 P=1.15 design meet or exceed the. loading imposed by the local building code and the panicular applicaiion. The assumes TC Live 16.00 psf braced by the roof or fluor shen-uhhng and the bottom chord is laterally braced by a rigid shenihing material direcly anached, unless otherwise noted. TC Dead 17.00 psf Rep Mbr Snd 1.15 Boeing shown is for later l support of components members only to reduce buckling lengdt. 'Phis component shall not be placed in :my enwironment that ' will arose the moisnn'e content of the wood to exceed 1970 and/or cause cotmecmr plate corrosion. FabriOaCe, handle, oislall and brace this n'uss in BC Live .00 psf O.C. Spacing 2- 0- 0 AS aR 5 NorthUSWAL park Dr.. Colo Springs, CO 80907 accordance with the following si:mdards: 70INT DETAILS', by Truswal, 'ANSUTPI 1', "MICA i' - Wood Truss Council of America Standard Design BC Dead 13.00 psf Design Spec UBC -97 Responsibilities, 'HANDLING INS'T'ALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 1-1113-91 SUMMARY SHUT' by TPI. The Tntss?hte Institute (I'I'I) is located at 583 D'Onofriu Drive, Madison, Wisconsin 53719. The American Forest and D:_fl Ratio: L/360 TC: L/480 Tp5. 0 Version T6.3.1 Paper Association (APPA) is located at 1111 191h Street, NW, Ste 500, Washington, DC 2(9)36. TOTAL 46.00 psf job Name: jlwael 16-10-8 , Truss I®: K4 - Qty: 1 Drw ::�LUUJv� I vU�r-v®2 EW. X -TQC i�Q' SIZE IE12'D 'IC 2x1 EFL 41 & Btr. Lib bracing teal at each leeatia-i slab. ils (TX01087001-00.1) RR�ecj:. .k ccruss widths and ed bearing areas til= i a hal>ger. st.using 1 0- 1-12 2249 3.50 3.50 BC 2x8 EI, #2_ See standard . • AIBI/'IPI - 1995 �1y t e us truss is d icgn>33 using the is d2 gr 2 16- 8-12 2123 3.50" 2.26" FIEB 2x4 DFL SIPI IRD ErL SIANINM Plating spec THIS LESIQV IS THE CCP1Lr6TIE REbCIIT OF 46.00 psf )31. H*UER NJIE 2 RE28 EEG SLK 2x4 (EL SLK 2x4 DFL SIPNLND BEARII13. RDTIREr -S sho.+n are based agLY Bl Ehc10 =Yes Elicig cloy nAlsss Location = E1Y1 7ra>° Harmjers are net designed for a= VAIM PER ICBG RESEPIKH RE L� #1607. C11 the truss netei.-ial at eada bearing. Airricane/Cc�z Lore = No , ENp C = B ft 1�7cnh=1 loads. SEE SII4pS1Q CSTALOG Inadzd four 10 PSF nY3Y�7Glli-rerlt BaL. Fzrttaz�e�t biaciisg�,,i/s r��uu (by cul- to ILainage nust be pruaded to avoid pmau1j. Bldg La-eth = 90.00 ft, Bldg Width = 40.00 Plan iCX�t height = 24.17 ft, rcpt = 80 HR ADDMCNAL nz-nV tnciT N1IE�' �i�v�rt rctatirn/tclplit-g. See HIB -91 and Play use adequate staples fcr gable bloc),s. E3=R\r. II`SIGIER KM VERIFY G'IU LCAES! L� Standard Coapancy, Dad Load = 27.0 f TC KRCE: AXL B>ID CSI 11�I/fiPI 1-1995; 10.3.4.5 and 10.3.4.6. PiAMU RAS® CN C4ZE TIMBER VALM- f+) gable biacii-iq requital O 58" intervals, ------IfYtD CASE #1 IBSIG' 10AW ---------------- Dix L.Plf L.Lcc R.Plf R.Loc ILII. 1-2 -1135 .02 .66 .68 End verticals designed fon- aoaal loads aily, ENte'rsirns above or below the truss if egocsed to wit d load applied to face. See "Gareral Cable Details", 4302065035. 'IC Vert 66.00 0- 0- 0 66.00 16-10- 8 .48 3- 8 2-3 -1107 .01 .47 .48 3-4 -1107 .02 .34 .35 profile (Sif at'ry) r ziae aciditiorlal oszside anion fcr hariz. leads rn the bldg. 1909ER AT RI(� EfIIJ (if specified) is to he } Vert 180.00 0- 0- 0 180.00 6- .35 EC Vert 206.00 226.00 16-10- 8 BC AXL RM CST `bi' otl ens) installed per Sinpscri ssppaacclflcatians alYa is BC Ve t 16- 0- 0 .00 5-6 11 .00 .38 .38 6-7 1144 32 .38 .50 Responsibilities, 'HANDLING INSTALLING AND Bf)ACINO METAL PLAT13 CONNECTED WOOD TRUSSES' - (4110-91) and designed based a1 the follcuririg criteria for the s.ggxntitzg2 PLY, 2- 8, Zr:nt dtawirg. 7-8 0 .00 .36 .36 sante specie as d on this Paper Association (APPA) is located at 1111 19th Sweet, NW, Sw t 1, Washington, DC 20M6. _ DEB FCRCE CSI WEB FCRCE CSI ffi1 -2249 1.00 2-7 -66 .04 1-5 478 .24 3-7 -366 .38 1-6 2002 .81 4-7 1949 .79 5-10-7 5-5-3 5-6-15 2-6 -419 ..44 4-8 -1765 .90 5-10-7 11.-3-9 16-10-8 MAX I1 FLFS.TICN (spars) L/999 IN MEM 5-6 (LIVE) L-- -.04" D= -.08" T= -.13" - Joint Is ations 1 0- 0- 0 5 0- 0- 0 2 5- 6-15 6 5- 6-15 3 11-0-1 7 11-0-1 4 16- 7- 0 8 16- 7- 0 7-4-0 8-4-0 1-0-0 3-4 1'TE 6- 2 3 4 n u 1-0 8-4-0 2/2®/2®®3 Scale: 3/16" = 1' WT:353 # 16-10-8 , Customer Name: 5 6 7 8 da TYPICAL PLAITS 1.5-3 5-1.05-1.0-77 5-5-3 5-6-15 17.00 psf Rep b1br Bnd 1.00 Truswal Systems Plates are 20 g5r.t0u7nless shownitp3-9'18" (18 ga. )16-10-8 O.C.Spacing 2- 0- 0 13.00 psf "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. 46.00 psf Circled plates and false frame plates are positioned as shown above. Shift aable stud 12lates to avoid overlap with structural plates (or staple). WARNING Read all notes oil this sheet and give a copy of it to the Erecting Contractor F: 142.7 Aa?hbThis design is for all individual building component not cuss system. It has been based on specifications provided by the component mwufacmrer and done k: E ht accordance with Ilse current versions ofTPI and APPA design st_mdards. No responsibility is assumed for dimensional accumey. Dimensions are to be��I®®��� gnr: me verified by the component manufacturer and/or building designer prior to fabrication. Thebuilding designermust ascertain TIL+t die loads utilized on this The design that the top chord is Lderdly ®� design meet or exceed the loading imposed by the local building code and the particular application. assumes TC Live braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing junterial directly attached, unless otherwise noted. TC Dead Bracing shout is for Literal support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this Huss in BC Live 4445 NottliipAL arLDrr..I. Colo Springs, CO 80907 accordance with the following standards: 'JOINT DE'T'AILS', by Tntsual, 'ANSI/TPI 1', 'NTCA I.' - Wood Truss Council of America Standard Design '1110-91 BC Dead Responsibilities, 'HANDLING INSTALLING AND Bf)ACINO METAL PLAT13 CONNECTED WOOD TRUSSES' - (4110-91) and SUWIARY SPIFFY' by'rn. The Truss Phic Institute (TPI) is located at 583 D'Ono6'io Drive, Madison, Wisconsin .53719. The American Forest and Tp5. 0 Version T6.3.1 Paper Association (APPA) is located at 1111 19th Sweet, NW, Sw t 1, Washington, DC 20M6. _ TOTAL 2/2®/2®®3 Scale: 3/16" = 1' WT:353 # WO: JLWAEL Customer Name: #LC = 14 da 16.00 psf DurFacs L=1.25 P=1.15 17.00 psf Rep b1br Bnd 1.00 .00 psf O.C.Spacing 2- 0- 0 13.00 psf Design Spec UBC -97 Dafl Ratio: IV360 7L: IV480 46.00 psf Job dame: 11wael Truss I®: L I ®rw a O:UU.5U.51 VU6t-u®® ERG X-IOC F`E= SIZE REl2'D TC 2x6 DFL #2 Plating spec • ANSI/IPI - 1995 nuB truss is designed using the 1 0- 4- 6 866 . 5.50" 1.50" BC 2x4 EEL 41 & Btr. 'THIS LE31W IS UE- CaTOSTTE RESULT OF LIBC-97 Occl:. 2 18- 8-12 866 5.50" 1.50" WB 2x4 rM SDW)PRD KU171PLE LOAD C4Sff- Bldg EYrlosed = Yes GEL ELK 2x4 DFL SD4CARD l3EAR114; FSOIFO NTs shae-i are based CNLY Tnnss Location = ad zcne 1C FCPCE AXL RU CSI H-paE VALLlES FSR ICBG 1Z RL1 lzr #1607. az the truss material at each beai-h-9. I-3xt.-j.-icm-ie/0heam Line = No DPP Category = B 1-2 -1321 .00 .13 .13 May use act nate st yles fen gable blocl s. Loaded fol 10 -SF nai-carrrrient BCLL. Bldg Length = 90.00 ft, B7.dj Width = 40.00 ft 80 2-3 -1854 .00 .13 .]3 B[A7-DM LE5ICiqER MUST VERIFY CABLE LOArS! 17u= BASm CN Cz1N L NEER VATf->d• LEC >roof 1 Ptght = 25.51 ft, mph = .0 3-4 -1852 .00 .14 .14 [+] gable bLaeir>� Q 5s" irltenrals, F]r1 vera ticals c�sic�cl for ax62 loads only. LEC Starzla> d 0=4?-m-Y, lead Load = 27.0 psf 4-5 -1350 .01 .13 .14 if expored to wind load applied to faces. L�elsions Ax.7ve or below tlje truss profile See "Ga-iie al Cable Details", C002065035. (if an-1y) recpire additional oazsidexatirn EC MK2 AXL RM CSI (1yy ctllees) far lxn-iz. loads ai tlie bldg. 6-7 612 .06 .04 .10 7-8 1843 .16 .08 .25 8-9 1869 .17 .09 .25 9-10 613 .06 .04 .10 VM FORCE CSI WEB I= CSI 1-6 -817 .14 4-8 803 .25 1-7 959 .39 4-9 -573 .10 2-7 -580 .10 5-9 982 .40 , 2-8 813 .26 5-10 -815 .14 3-8 .2085 .78 Max IBFLEEnaQ (gin) 4-7-4 4-8-14 4-8-1.4 4-8-14 U999 IN 1E1 7-8 (LIVE) 4.7_4 9-4-2 7.4-1-0 18-9-1.4 L= -.05" D= -.09" T= -.13" 9_4_2 9.5.12 = Joint I.Ccaucris = 1 2 l3 4 5 1 0- 0- 0 6 0- 0- 0 2 4- 7- 4 7 4- 7- 4 3 9- 4- 2 8 9- 4- 2 10.00 -10.00 4 14- 1- 0 914- 1- 0 5 18- 9-14 10 18- 9-14 6-6 04-4 4-4 11-0-� 0-10-1a 11-U-4 QF E SSIQ SH 1 4-4 7 fi 3 a 4TT q� 3-1-7 tr 3-1-7 t� No. C 1 04-6 w U Exp. l al 2-3 2.5-4 n: p_;_g lo.00 -10.00 0-5-8 (i , 9-0-4 TFInF: t'1` 1CLJ 15-9-14 n-1-1n TYPICAL PLATE 1.5-3 S7TJ13 e6 7 8 9 10 4-7-4 4-8-1.4 4-8-'l4 4-8-14 2/20/2003 Truswal Systems Plates are 44 kaa.tunle�n byl4f��8 ga}� Scale: 5/32" = 1' "H"(16 ga.), or "MX"(TWMX 26'gi.), pos lk6ned per iit Deta port. Circled plates and false frame plates are positioned as shown above. Shift able stud n1ates to avoid overla with structural Elates (or stn le). i�f1d2NING Read all ,'cotes on. this• sheet and.give a colry of it to tree Erectin; Contractor. TBF: 98.0 ' WT: 226 # WO: JLwAEL This design is for an individual building component not truss system. It Isys been based on specifications provided by the component manufacnuer and done Cjhk: Customer Name: in accordance witb the current versions of TPI and AFPA design standards. No responsibility' is assumed for dimensional accuracy. Dimensiuns are to be Ds : me #LC .= 14 da C A verified by the component rtumufacmrer and/or building designer' pi-ior 10 f:lbrication. The burbling designer' must aSCettain dial the loads milized on (ItisKFBI NOR 4 design meet or exceed the loading imposed by the local building code and the particular application. The design assumes drat the top chord is laterally TC Live 16.00 psf DurFaes L=1.25 P=1.15 braced by the. roof or floor shealhung and the bottom chord is laterally braced by a rigid she ibing material directly attached, unless otherwise noted. TC Dead 17.00 of Re Mbr Bnd 1.15 Bncing sltowm is for lateral support of components members only m reduce buckling length. This component shall not he pL•ieed in :ups environment that $ p TRUSIVAL SYSTEMS will cause the moisture content of die wood to exceed 197-mil/or cause. corrector plate corrosion. Fabricate, b:mdle, install :rad brace this tress in BC Live . 00 ,psf O.C. Spacing 2- 0- 0 4445 Northpark Dr., Colo Springs, CO 80907 - accordance with the following standards: 'JOINT DFTAICS', by Tntsw:d, 'ANSI/TPI I', *\VTCA I.' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNEC'T'ED WOOD TPUSSES' - (1-110-9Q and '1(113-91 BC Dead 13.00 psf Design Spec UBC-97 SUMMARY SI-0,"T' by TNI. '1101uss Male Institute (TPI) is located in 583 D'Onofrio Ih'ive, Madison, Wisconsin 57719. 'fie American Forest and Dan Patio: W360 TC: 1/480 Tp5.0 Version T6.3.1 Paper Association (APPA) is located at 1111 19111 Street, NW, Ste 800, Washington, DC 200,36. TOTAL 46.00 psf Job Name: Jlwael FCRCE Truss I®: LlQty: I urwg: EM X -LCC REACT SIZE RE12D TI: 2x6 DFL #2 Plating spm - P715I/vi - 1995 asipQ M -lis truss is desigei using t1- LBC -97 Cb3a. 3. 0- 4- 6 866 5.50 1.S0 BC 2'x4 EFL #1 & Btr. 'THIS IS THE M1FGSr E RDMT OF Bldg Elxl.osed = Yes 2 18- 8-12 866 5.50" 1.50" WM 2x4 DFL S>7ARD HATE VALLES FER IC80 RESEAR RELY #1607. P'R)I,TIPLE LOAD CASES. EEPRR\G sham are lx -sed CNLY Truss Iaaatiai = FYri 7a -e Rirricane/oDEar1 Line `= No Exp Categcny = B TC 1-2 ECRCE -1321 AM HID CSI Lam for 10 PSP nay-carxii rent. DCL. aid verticals designed for axial loads ails. m the truss material at ead-i bearing. PLAM13 BA,f CN MEEK LIMBER VALL1r5. Bldg h = 90.00 ft, Bft, Width = 40.00 ft x5.51 ft, = 80 2-3 -1854 .00 .13 .13 .00 .13 .13 EStensians above m- below the truss plofi.l.e NM root rlealn rant height = oadnph CBC Standard Dry, Dad Lard = 27.0 psf 3-4 -1852 .00 .14 .14 (if aar�m) require acYlitimal oansideration 4-8 803 4-5 -1350 .01 .13 .14 (by others) for h=. loads on the bldg. 4-9 -573 BC FCRCE AXI, RM CSI 2/20/2003 6-7 612 .06 .04 .10 7-8 1843 .16 .08 .25 TBF: 70.0 WT:170 # 8-9 1869 .17 .09 .25 9-10 613 .06 .04 .10 verified by the component mwiuf icturer:utdlor buildbtg designer prior to fabrication. 1'he building designer nnisi ascertahn d49( the lards utilized on thisKBI duo is L1tem11)' WEB FCRM GSI NM FC%tC£ CSI 1-6 -817 .14 4-8 803 .25 1-7 959 .39 4-9 -573 .10 2-7 -580 .10 5-9 982 .40 2-8 813 .26 5-10 -815 .14 3-8 2085 .78 WX TFT=CN (span) 1/999 IN MEM 7-8 (LIVE) L= -.05" D= -.09" `P= -.1311 = Joint Locations 1 0-0-0 6 0-0-0 2 4- 7- 4 7 4- 7- 4 3 9- 4- 2 8 9- 4- 2 4 14- 1- 0 9 14- 1- 0 5 18- 9-14 10 18- 9-14 11-0-40-10-14 T 3-1-7 0-1.6 4-4 4.7-4 4-88=14 4-8-1_4 4-8-14 4-7.4 9-4-2 1.4-1-0 18-9-14 9-4-2 9-5-12 1 22� �3 4 5 1r-,-. 00 10.00 11.-0-4 S11 r 44T 3-1-7 1 2-3 2.5-4 0_P 10.00 -10.00 t 8-111-111 t 9-0-4 n F E S J jQ/v� / Qac J`�• t ie �`�,��� 4- 'TC - ^ �fn L.� F.IC• V 4JSZ• -t9 rm J 0 Ex. 12/31/06 rz n-1-1 o STUB '6 7 R 9 10 4-7-4 4-8-1.4 4-R-14 4-8-14 2/20/2003 Truswal Systems Plates are unlea�n I W, , ,i8 Sia " "H"(16 "MX"(TWMX 2 ,bed int Deta SS port. Scale: 5/32" = 1' ga.), or g .), pus per Circled plates and false frame plates are positioned as shown above. Shift aable stud Elates to avoid 2y-erlaI2 with structural Elates (or sta 1.e) WARNING Read all notes on this sleeet and give a copy of it to the Erecting Contractor. TBF: 70.0 WT:170 # WO: JLWAEL This design is for an individual building component not iniss system. It has been based on specificdions provided by the component m:mofacmrer and done Chk: Customer Name: in accordance with the current versions of Tf I and APPA design semd:u-ds. No responsibility is assumed for dimensimial ncctuacy. Dimensions ire to be Illmeed Dsg=: nle #LC = 14 4nr da NOR CA verified by the component mwiuf icturer:utdlor buildbtg designer prior to fabrication. 1'he building designer nnisi ascertahn d49( the lards utilized on thisKBI duo is L1tem11)' L=1.25 P=1.15 Al design meet or exceed the loadbng imposed by the local building code and the particuhv application. The design assumes the top chord TC Live 16.00 psf DurFaes by the roof or floor sheathing and the bonont chord is laierilly bthced by n rigid she:nhing m:nerial directly iniched, unless otherwise noted. TC Dead 17.00 psf Rep Mbr Bnd 1.15, Bracing shown is for Inter I support of components members onh, to reduce bottling length. This component shall not be pliced in :wy environment that 'f will cause the moisnme content of the wood w exceed 19% and/or cause connector plate contusion. Fabricate, handle, install :rad brace this taus in BC Live .00 psf O.C. Spacing 2- 0- 0 RUSIVAL SYSTEMS TRU Northpark Dr., Colo Springs, CO 80907 accordance with the following standards: 'JOIN'T DFTAILS', by Tnts%wil, 'ANSUTPI 1', 'l1''I'CA I'- Wood Tniss Council of Annerim Slatdthd Design '1110-91 BC Dead 13 psf Design Spec UBC -97 Responsibilities, 'HANDLING MsSrALf_ING AND BRACING NIH"rAL PLAIT CONNECTCD r'i'OOD TRUSSES' - (1-1111-91) and .00 SUMMARY SHUT' by TPI. The'llntss i,Bte Institute ('I'Pf) is located m iR3 D'Onofrio Drive, Madison, Wisconsin 53719. The Annerimn I -nest and Defl Ratio: 1/360 'I>r: L/480 Tp5. 0 Version T6.3.1 Paper Associoion (AFPA) is located it 1111 19111 Sheet, NW, Ste SI)f), Wnshingl0n, DC 20036. TOTAL 46.00 psf Job Name: jlwael Truss I®: L2 Qty: 3 Drw : LUUJ#lu'� I WU't-`U00 ER3 X -LOC REP= SI2E REQ'D TIC 2x5 EOL #2 y * [EM) =PLATE MOTI OR UMM-See Joint Report" Tiris truss is designed using the n : ANSI I - 1995 LEC -97 Cuda. 1 0- 4- 6 866 5.50 1.50" BC 2x4 DFL #1 � Bur. Plating spa= /TP 2 18- 8-12 866 5.50" 1.5011 WEB 2x4 DFL S]PNRA.RD THLS M3ICN IS THE C014FMME RESCLT OF Bldg Ehlo-sed = Yes PLATE VAI= FER ICBO RE ME RC i REECRT #1607. - MLLTIPEE LUAD CAM. Tnus Location = El -1 7oae IC F AM HiD CSI Loaded for l0 FSF lzsl-cx7han-reit Ba.L. MRIM RBjJ1F&ENI3 sa-.omi are Lased C1IlY Fbrri.caiie/Ocean Tine = No , EV Category = B 1-2 -1319 .00 .13 .13 PLATIM BASE) CN G -N LLMEER VALID. al the truss material at each I-earing. B1dg7`p���pth = 90.00 ft, Bldg Width = 40.00 ft 2-3 ' -1822 .00 .13 .]3 El -A verticals designed for axial loads only. Maori 10H height = 25.51 ft, lrph = 80 l 3-4 -1857 .02 .13 .15 ES isiais aba/e or claw the truss pntar mfile LBC Sxlarai OxhyaalY.y, Dead Load = 27.0 psf 4-5 -464 .00 -.13 .13 (if aaw) ie�ni.e ad-litiael ansideratiai (1y cthss) for hariz. loads ah the bldg. BC FCRCE AM END CSI 6-7 611 .06 .04 .10 7-8 1843 .16 -08 .24 8-9 1652 .17 .10 .27 9-10 1607 .16 .17 .33 10-11 446 .00 .16 .16 WEB FORCE CSI WEB FCRCE CSI 1-6 -816 .14 4-8 854 .27 1-7 957 .39 4-9 88 .03 2-7 -582 .10 4-10 -1347 .87 2-8 777 .25 5-10 475 .19 3-8 2082 -77 5-11 -765 .09 4-7-4 4-5-14 4-8-14 i' 4-8-1_te4 IM,/99 IN MEMEER=S (9�(T is 4-7-4 9-4-2 14-1-0 18-9-14 IF -.06" D= -.loll 46 -.16" 9-4-2 9-_5-12 1 2 3 4 5 Joint Locations 4- 7- 4 2 4- 7- 4 8 9- 4- 2 10.00-10.00 3 9- 4- 2 9 14- 1- 0 4 14- 1- 0 10 17- 2- 0 6-6 5 18- 9-14 11 '18- 9-14 6 0- 0- 0 r)4-4 3-12 11.0_4�:FE:C?gl�; STEP s T 44 763 q 44T 3-2-13 . 2-1-7 j� Pdo. C ":558 �� T ( u 5-82-311)600-01G EXP. 2(31106 2-3 0.3: q 10- 00 -10.00 7 UP (,i I `v 9-0-4 1,--7=14i �'T` 7-9-14 - 0-1-10 S1 6 7 3 9 10.1 4-7-4 4-8-11.4 4-5-14 34-0 Truswal Systems Plates are a Via. unle ho -n by.( g) "H" (].6 ga.) , or ."MX11 (Th7MX 2U'g . ) , pox i ned per i t 1 -ails Report. Circled plates and false frame plates are positioned as shown above. Shift aable stud glates to avoid overlap with structural latex (or sta .le) WARNING Read all ,totes on this sheet and -ive a cop), of it to the Lrectift; Contractor. [braced his design is for an individual building component riot truss system. It lus been based on specil icatioas provided by the component lnfi ntfacntrer and done accordance with the Current versions of TPI and A17PA design stanytrds. No responsibility is assumed for dimensional accuracy. Dimensions :rice to be � �rified by the component manufacturer and/or building designer prior to fn6ricatitm. The building designer must ascertain that the loads utilized on !his sign meet or exceed the loading imposed by the local building code mud the particular application, The design assulnes that the top chord is laterally by the roof or floor sheathing and the bosom chord is bdetally braced by a rigid sheathing inatetinl directly atctched, unless otherwise noted. Bracing showan is for Later l support of components members only to reduce buckling length. This componem stall not be placed in any enviromnent that TRUSWAL SYSTEMS will cause the moisture content of the wood to exceed 19% and/or cause connector ptuc corrosion. Fabricate, handle, install and brae this truss in 4.45 Northpark Dr.. Coto Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by Truswal. 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INS'T'ALLING AND BRACING METAL PLAIT: CONNL"•CTED WOOD TRUSSES' - (1-1113.91) and '41113-91 SUMMARY SHEET' by'rPI. The Truss Plate histinite (TPI) is located at 583 D'Onofrio Driyc, Madison, Wisconsin 53719. The American Forest and Tp5 . 0 Version T6.3.1 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 120036. . TBF: 72.0 WT:174 # Chk: Dsgnr: me #LC = 14 TC Live 16.00 psf TC Dead 17.00 psf BC Live .00 psf BC Dead 13.00 psf TOTAL 46.00 psf 2/2®/2®®3 Scale: 5/3211 = 11 WO: JLWAEL Custcmer Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 DAA Ratio: L/360 TC: L/480 Job Rhone: 11wael FCP.CE Truss 0®: L3 Qtr: 4 ®real : ILUUJuS I UUI*-U®7 }3[r�G X -Lux MT -T SIZE REQ'D TC 2x6 DFL #2 Web In�r'im tired at eadz loadon sho n. ® tails (TX01o87001-001). 7lus d-zs-' based ci dx d Lmwdzi aFpine3 per" tI)e folloAarig schecUle: 1 0- 2-12 1025 5.50" 1.50" 2x4 DI7, #1 & Btr. 2-5 SEe sta��ara nm: O.C. from to 2 18- 8-12 872 5.50" 1.50" BC 2x4 M #1 & Btr. ** (LT7)=FCFSE MSTTICR L1gED-See Joint REport** 'IC 24.00" 1-10-15 18-11- 8 'IC Ml M AXL BAD CSI W[B 2x4 M cTpD]LIARD 13A'IE VALIM FM It90 RESEPIK1i RE CRT #1607. PlatirrJ s� : XSI/IPI - 1995 S 31CN IS THE CagFOS1Td RESUUT OF 1HIi3 Tins truss is designed using the 1-2 51 .01 .05 .05 Loaded for 10 PSF txxrc>mazsrit B T . Drainage he to hT LTIPLE 10-0 CASES. BPARIN3 REI2=- ENIS sh'mn are Mesad Cny LEG -97 Ctde. Bldg En bred = Ye' 2-3 3-4 -408 -1332 .00 .03 .31 .32 .30 .33 nest provided avoid pazla'.� as lateral riattached Txc4 min. mttlrUabm art the truss material at eadi baring. 'Buss Location = Elzl Zone I1<.u-ricSne/Clean Line = No,ENp Categtory = B 4-5 -86 .00 .32 .32 to flat TC ud'tere indicated w/ 2-10d nails eada. Lumber mast be structural grade. pLPTIIn BASES aT CREM LLPISER VAIS S. Elad verticals cl�igl><xl for ovdal loads aal.y. Bldg La-a,q�th = 90.00 ft, Bdg Width= 40.00 ft BC 6-7 FCRCE AXL RM CSI Brace Q 24" o.c. unless noted ctliv.2se. �tensiaas above or below tlg truss profile (if re additional mtsi& atial maaazof bigot = 25.69 ft, mph = 80 n LBC Standard 000u as oy, Lead Load = 27.0 psf 7-8 191 3259 .02 .35 .09 .12 .09 .25 (by ctl-iers) 'for ]nriz. loads cs tl'te blclj. 8-9 817 .10 .07 .17 9-10 826 .10 .09 :19 10-11 41 .00 .12 .12 WE FCP.CE CSI rem FC%KE CSI 1-6 -179 .12 4-8 952 .39 2-6 -904 .72 4-9 110 .04 2-7 674 .27 4-10 -1223 .94 3-7 -1274 .82 5-10 619 .25 3-8 864 .35 5-11 -790 .51 MAX rE11EC' CN (span) - L/999 IN MEM 8-9 (LIVE) 1- .-.04" D= -.08" T'= -.13" Joint Lxaticns = 1 0- 0- 0 7 4- 8-14 2 2- 0- 0 8 9- 5-12 3 8- 0- 0 9 13- 4-11 4 12-11- 8 10 17- 3-10 5 18-11- 8 11 18711- 8 6 0-0-0 11-4-9 9-9-7 2-0-0 6-0-0 4-11-88 6-0-0 2-0-11-0-) 8-040 12-11-5 18-11-3 1-CLQ=1,y5 1 2 3 4 5 1l 16-11-8 9-10-5 11-4 'HIP 10-0-11 2-3 3-6 0 -ti t8 10.00-10.00 9-0-4 t 147-1 lit 7-9-14 6 7 8 9 Ift 4-84-8� 4-8-14 13-10-15. 13-10-15 _ 4-8-14 9-5-12 1.3-4-1t 17-3-10 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 Tates to avoid overlay with structural 12lates (or sta le). WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not (cuss system. It lies been based on specifications provided by the component manufacturer and done lin accordance with the current versions of TPI and A17PA design. standards. No responsibility is assumed for dimensional accuracy. Dimensions are, to be ® ���� verified by the component manufacttrer atul/or build'ung designer prior to fobric3tion. The building designer oast ascettain tlL-it the loads utilized on ihis design meet or exceed the loading imposed by the local building code and the particular application. The design assures dial the top chord is Laiterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing m terial directly atached, unless oilterwise noted. Bracing shown is for lateral support of components members only to reduce budding length. '['his component shall not be placed in cmy envirunmem drat TRUSWAL SYSTEMS will cause the moisture content of the wood to exceed 19% and/or cause cuunector plate corrosion. Fabricate, handle, install and brace this truss in 4445 Northpark Dr., Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by Tntswal, 'ANSUTI11 .1', 'WTCA I' - wood Tniss Council of America Scuiderd Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (11113-91) and '11113-91 SUMMARY SHEET" by TPI. The Truss Plate Institute CITI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Tp5. 0 Version T6.3.1 Paper Association (APPA) is located at 1111 19th Street, NW, Ste 800,.Washuugton, DC 20036. TBF: 94.0 WT:228 # Chk : Dsgnr: me #LC = 14 TC Live 16.00 psf TC Dead 17.00 psf BC Live .00 psf BC Dead 13.00 psf TOTAL 46.00 psf eFpr ESS/p,yq, 4.9832 �)n ty11 CX 12i311v6 Imo. 2/2®/2®®3 Scale: 1/8" = 1' Wo: JLWAEL Cushier Name: da DurFacs L=1.25 P=1.15' Rep Mbr Bnd 1.15 O.C.Spacing 2-'0- 0 Design Spec UBC -97 IYfl. Ratio: L/360 'IC: L/480 Job Name: jlwael BRG X -LCC REACP SIZE REt2'D 1 0- 4-12 864 5.50" 1.50" 2 18- 8-12 864 5.50" 1.50" TC FCRCE AM BND CSI 1-2 -466 .00 .11 .11 2-3 -385 .00 .33 .33 3-4 -1310 .03 .31 .34 4-5 -85 .00 .32 .32 BC FCRCE AM BND CSI 6-7 75 .01 .09 .10 7-8 1237 .15 .09 .25 8-9 807 .10 .07 .17 9-10 816 .10 .09 .19 10-11 39 .00 .12 .12 1,M FC%2CE CSI VEB Ft3 M CSI 1-6 -815 .52 4-8 934 .38 1-7 676 .27 4-9 109 .04 2-7 48 .03 4-10 -1208 .93 3-7 -1275 .82 5-10 612 .25 3-8 855 .35 5-11 -783 .51 MAX Mi=CN (span) W999 IN MITI 8-9 (LIVE) Le -.04" D= -.08" Tom- -.12" - Joint I ccatiais 1 0- 0- 0 7 4- 6-14 2 1-10- 0 8 9- 3-12 3 7-10- 0 9 13- 2-11 4 12- 9- 8 10 17- 1-10 5 18- 9- 8 11 18- 9- 8 6 0- 0- 0 TC 2x6 DFL #2 2k4 DFL #1 & Btr. 2-5 BC 2x4 DFL #1 & Btr. WEi3 2x4 DFL STPNC PM PLATE vALm LFR ICHO RESE4RCII F=U #1607. Lascled for 10 PSF n-ai-oot-o- rent Parr,. Drainage trust be provided to avoid 1x4 tonna. ca tirucns lateral btacing at axl to flat TC vdr re indicated w/ 2-10d nails end -j. Lumber nest be structural grade. Brace @ 24" o.c. unless rimed otherwise. Truss I®: L4 ®Web Ia. , ,ed at each locatiaa slalom. see statYlardd'ails (TX01087001.-001) . P* [HN) =PLATE 1, NTIM LEM-SeeSJoint Repot** i7 spac /'TP THIS MBI(V IS TAE CUI T 13M RESULT OF P,EL7711E LOAD GkS'E S . BgARiIq7� RD2TIRETIENIS shawl are based ONLY. as the truss material at each baarulg. PLATRZ BASM CN GEER LLNBER VAUIES. E1xi -verticals dessigiad for a�,a leads aaly. Extetisiats above or helow the truss profile (ifa ) require adikia�l. cosy idaatiaa (17p ctl> -) for he iz. loads ai the bldg. 1-1110 6-0-0 4-114-11=8 6-0-0 1-10-0 7-10-0-10-) 12-9-8 1.5-9-8 101$ 1 2 3 4 5 10 0 16-11-8 9-10-5 11-4-9 'HfP 1 (L -a-0 L.-3 2-3 0 _8 10.00 -10.00 9-0-4 1,744 7-9-14 18-9-8 3 ®rwg: LUU-2,U.*P l UlUlt-v, nus deli, based as did brnc -1-9 flied per the folio, -g sd-edile: n>ax O.C. from to TC 24.00" 1-10-75 18-11- 8 nus truss is desig>zcl using the TUC -97 Ocde. Bldg F]aclosed = Yes Truss LX-_Lic a = Earl 7n -n Flirricaae/ooes, Lite = lb,ET v = B Blcld Lagth = 90.00 ft, Bt Widlh = 40.00 ft Flam roof heicj-it = 25.69 ft, mph = 80 U3C Standard 0gaanry, Dad Laid = 27.0 Fvf ESS,tQN9� FS • a �r1 Co No. 4 582 M In 0 i Exp. 12/ 1/()6 AcP-CtM\\f 0-2-0 STU11 6 7 8 9 Illi 4-6-14 4-8-14 3-1.0=_15__J 13-10-15 4-6-14 9-3-12 13-2-1.1 17-1-1.0 2!20/2003 Truswal Systems Plates are 20 ga. unless shown by "1811(18 ga.), Scale: 1/8" = 1' H(16 ga.), or "MX"(TWt4X 20 ga.), positioned per Joint Details Report. "" Circled plates and false frame plates are positioned as shown above. Shift gable stud laterto avoid overla with structural plates (or stat .le). WARNING Read all notes on this sheet and give n copy o it to theErecting Contractor. P. f ' TBF: 89.3 WT:217 # W0: JLWAEL This design is for at i ndividml building connpunem trot cuss system. It has been based on specifications provided by the twmponent munuiaaurer and done Ckrlc: Customer Name: ht accordance with the current versions of TPI and AFPA design sLatndards. No responsibility is assumed for dimensional accuracy. Dimensions are to. Dagtar: me #LC = 14 da �� ® � � verified by the component rnautfacturer and/or building designer prior to fabrication. The building designer must:ascerurbn Than the loads utilized int this The design whines Thar the, top chord is latetaliv 16.00 £ DurFaes L=1.25 P=1.15 �`P� design meet or exceed the loading imposed by the local building code:uid the panicuLv application. braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly nnached, unless otherwise noted. TC Live pe TC Dead 17.00 ps f Rep Mbr Bnd 1.15 Bracing shown is for L•ueial support of components members only to reduce buckling length. This component shall not be pLaced in app envirnnunent tlhat will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this miss in BC Live .00 paf O.C. Spacing 2- 0- 0 TBOSWAL 'b4S Adds Northpaarrkk Urr., Colo Springs, CO 80907 accordance with the following 'JOINT DrTAILS', by Tnnstval, 'ANSI/TPI 1', 'WTCA I' - Wood Truss Council of America Standard Design ' ng s 'MIH c BC Dead 13.00 of Design Spec UBC -97 p v , -Jt Responsibilities, 'HANDLING INSTALLING AND GRACING METAL PLATE CONt\EC'I'ED WOOD TRUSSES' - (4118-91) and SUNMIARY sitar by ,rn 'rhe Tniss Plate Instimie (TPI) is to aced ai 583 D'Onufrio Drive,, Madison, Wisconsin 53719. The American Forest and - D3 -a Ratio: LV360 'LC: L/480 Tp5. 0 Version T6.3.1 Paper Association (APPA) is located at 1111 19th Street, MV, Ste 80H, Washingrun, DC 20036. TOTAL 46.00 paf Job Name: jlwael Truss I®: I,5 Qty: I Drw : C003051004-011 EIS X-IOC REA.CI' SIZE REQ'D TC 2xG DFL #2 Wab brarirg tried at each 1oc2ticn she..n. This dee-i h based ah ciao d bracing Applied 1 0- 4-12 1485 5.50 1.58" 2x4 LFL, #1 & Btr. 2-5 See startdatdt tails (TX01087001-001). per the follosirg sd•>adtle: 2 18- 8-12 1485 5.50" 1.58" BC 2%4 I&L #1 & Btr. ** [FM)=aAaE 1'Y UICR UM -See Joint Rpt** moi o.c. from to WEB 2x4 DFL SMUM Platilg spac : ANSI/rPI - 1995 TC 24.00" 1-10-15 18-11- 8 TC FORCE AXE, EM GSI Iu ber shear alIcAebles are per MN-97. 'ITUS MUGQ IS THE CCD'11x5I1E RESULT OF this truss is desiq---d using the 1-2 -817 .00 .25 .25 RATE VALLIE.S FM ICED RES'E7 KH RET(YZl' #1607. NibTIPLE MAD CASES. TC-97 Cbde. 2-3 -647 .01 .77 .77 L•zaded for 10 PSF rcri-cen ctaxent BC1I . BEARMG R2jJ1R@VIENIS 6-joA t are baseLl CNLY Bldg El-closed = Yes 3-4 -2247 08 .72 .81 Drainage nest be pruvided to avoid � g a7 the truss naterial at each ]xaa T1uss Location = nd Zea e 4-5 -140 .00 .73 .73 ' 1%4 min. CCntinucus lateral btaciricj ir�d latmarka-it bi:aci1 is t H (hy others) to . aan P-� zicane/C 1;1 = No , cate� y = B to flat TC where indicated w/ 2-10d nails prevent rotationftq i.lrg. See HIB-91 aril Bldg Le tit = 90.00 ft, Bldj Width = 4 0. 00 ft BC FCYXE AM EMCSI each. Lu»ler trust be structural grail=. P-T1BI/'IPI 1-1995; 10.3.4.5 ani 10.3.4.6. 1,L-an tree leid-t = 25.69 ft, ttph = 80 6-7 75 .01 .11 .11 Brace @ 24" o.c. unless noted otherwise. PLAT M BAM) CYT GREEN MEER VALLM. USC Staniard cl-u>pancy, D-d Lied = 27.0 psf 7-8 2124 .27 .11 .38 EYA verticals d s-igled for anal loads mly.----------MAD CASE #1 IgSIGN MAW ------ 8-9 1375 .18 .11 .29 Otehsiahs ahave or ll�lcw the truss profile Dir L.PIf L.Lcc R.Plf R.L= LL/IL 9-10 1374 .17 .16 .33 if athy) require additiaa]. oonsideratiah TC Vert 66.00 0- 0- 0 66.00 0- 2- 0 .35 10-11 39 .00 .25 .25 (b✓ ethers) for lf�z. loads on tlg blclg. TC Vert 132.00 0- 2- 0 132.00 18-11- 8 .42 DC Vert 26.00 0- 2- 0 26.00 18-11- 8 .00 VE2 FORCE CSI WES FCRM CSI 1-6 -1435 .92 4-8 1590 .65 1-7 1201 .49 4-9 101 .04 2-7 -131 .13 4-10 -2088 .98 3-7 -2267 1.00 5-10 1012 .41 3-8 1421 .58 5-11 -1354 .88 MAX9�-,Mr ! U9 MY! 99 IN 1-10 0 6-0-0 4-1.1-8 6-0-0 L/98-99CN (LIVE) t L= -.07" D= -.14" Z` -.21" 1-10-I1 7-I0-0 12-9-8 18-9-8 = Joint Locations = 1 1 0- 0- 0 7 4- 6-14 T1 2 3 4 5 2 1-10- 0 8 9- 3-12 3 7-10- 0 9 13- 2-11 10.0 16-i1-8 4 12- 9- 8 10 17- 1-10 5 18- 9- 8 11 18- 9- 8 6 0- 0- 0 8 4-60 4:1,J) -4 4-6 1.1-4-9 1 9-10-5 11-4-9 9-11-2 I lnr 4 12-12 763 1 5 2 � 1 0-�s-0 5-8 3 p. ? 2/31 /06 2-4 0-�8 10.00 -10.00 � , `� 9-0-4-1 V 7-9-1.4 '` �.r 18-9-8 0-2-0 STUB 6 7 8 9 in, 4-6-14 4-8143-10-15 3-10-15 4-6-14 9-3-12 13-241 17-1-10 T2/2®/2®®3 uswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), H11(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Scale: 1/8" = 1' Circled plates and false frame plates are positioned as shown above. Shift aable stud laterto avoid overla2 with structural plates (or sta le). WARNINGRead all notes on this sheet and give -a cops' Qf it tO the Erecting Contractor. TBF: 89.3 WT: 219 # WO: JLWAEL This design is furan utdividual building component nor tvss system. h has been based on specificsiions provided by die component manufacnirdr and done Chk: Customer Name: in accordance with the current versions of TPI and AFPA design slmuLards. No responsibility is assumed for dimensiomil accuracy. Dimensions are to be CAL verified by the component rnmufacttuer and/or building designer prior to fabrication. The building designer must ascertain dint the loads utilized on this Dsgnr: me #LC = 14 da design meet or exceed the loading imposed by the local building code and the pa ticular application. The design assumes that due wp chord is laterally TC Live 16.00 psf DurFacs L=1.25 P=1.15 braced by the roof or floor sheaihig and the bottom chord is laterally braced by a rigid sheadttng material directly attached, unless otherwise noted. Bracing showan is for lateral support of components members only to reduce buckling length. This component shall not be pLced in mry environmcm that TC Dead 17.00 psf Rep Mbr Bnd 1.00 will cause the moisture content of the wood to exceed 19% and/or cnuge connector plate corrosion. Fabricate, handle, instill and brace this muss in TRUSWALSS BC Live .00 psf O.C.Spacing 2- 0- 0 4445 NorthparrklDr.. Colo Springs, CO 80907 accortLance with the following standards: 'JOINTDI MILS', by'fnrsnval, 'ANSIYI'I'I I', '1V`fCA T' - Wood Truss Council of American Standard Design Responsibilities, 'HANDLING INS'rALLING AND BRACING METAL PLA'T'E CONNEC`rED WOOD "TRUSSES' - (HIB-91) and '1-110-91 BC Dead 13.00 psf Design Spec UBC-97 SUMMARY STILET' by •rPl. Tlicl,r ass Plate h,s(intie CM) is locaued at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Daa Ratio: W360 TC: L/360 TpS. 0 Version T6.3.1 Paper Association (APPA) is located at 1111 19th Street, N'\N, Ste $1)Q, Wishitgtnn, DC 120036. TOTAL 46.00 psf 'Job Name: 11wael FUKE Truss I®: L6 Qty: 1 ®rte► : 4-072 I3l�i X -LCC RI3ACr SIBS RE12'D TC 2X4 DFL #1 .% Btr. (")�h braClllg 1 at P_aCj'1 1Q-�t.1Q1 SI'17M7. � is `Ihis truss is C-.igned visirg t1- 1 2 0- 4-12 18- 8-12 864 5.50 1.50 864 5.50" 1.50" BC 2�-A M ,#1 .& Btr. KB 2x4 DFL SIPIqM.RD ® S� stalYL�l d� c (TX01087001-00.1) . [EM] =PLATE MIVTIIgi LEED-Sae Joint Report** TUC -97 Ute• R 1]rlose�l = Yes .26 2-7 693 .28 'IRIS EMI(V IS TIIE Ca4FCG 7E R2RU OF Platiig spec ANSI�TPI - 1995 PLACE VAIM FM IC90 RESEARCH REIi.Yd' #1607. 71uss T�aL'iah = &A Zor anz'icalle/Cbemi Lime = Nb, category = B IC 1-2 MKE 0 AXL .00 M) CSI .24 .24 m CIPLE LOAD CPM. BEz1RIt9J TCVjIRFMENM shoMn are Lased CrlC'Y L, 1 for 10 FSP 1Ysh-arxvxrent BOIL. Bldg Ta- th = 90.00 ft, Bldg Width = 40.00 ft f height = 25.38 ft, nph = 80 2-3 -957 .00 .24 .24 mateal at each bearing. on. the trussmaterial Lha inxge nest be pmridai to avoid parting. Plean i=. LBC Standard 0.xzlaary, 1>r3c1 Lead = 27.0 psf 3-4 -533 .00 .24 .25 Elid veltica]s designed f� axial loads ally. Pi nTTI� T3A5[D OQ C12EEN LLNBEI2 VALUES'• 13.00 Design Spec UBC -97 4-5 -95 .00 .24 .24 Dctensior>s above or belca the truss profile Dan Ratio: Lt/360 'IC: L/480 Tp5. 0 Version T6.3.1 BC FORCE AXL END CSI (if aanThyy) itxlu. ad3itiaral. ahsidE atiat (hy ctl;!r) fcr h�iz. loads ai the bldg. 6-7 604 .08 .11 .19 7-8 1754 .22 .11 .33 8-9 1752 .23 .07 .30 9-10 598 .08 .08 .15 10-11 0 .00 .09 .09 Fm FUKE CSI WEB K E CSI 1-6 -120 .09 3-9 -1498 _89 2-6 -1133 .66 4-9 651 .26 2-7 693 .28 4-10 -1062 .73 3-7 -1557 .73 5-10 675 .27 3-8 2285 .93 5-11 -795 .51 MX EERTGN (span) • L/999 IN MEM 7-8 (LIVE) L= --08" D= -.15" T= -.23" = Joint Locations = 1 0- 0- 0 7 4- 6-14 2 4- 6-14 8 9- 3-12 3 9- 3-12 9 13- 2-11 4 14- 0-10 10 17- 1-10 5 18- 9- 8 11 18- 9- 8 6' 0- 0- 0 10-9-3 1. 4-64-6-14 4-8-14 4-8-14 4-8-14 4-644 9-342 14-0-10 18-9-8 1 2 3 4 5 3-6 0_$ 10.00 -10.00 - I -a 1. 4-14, 7-9-14 pF SSIp/v � Oe STUB 6 7 8 9 1(11 `:Z -Z N .C459 Tlm (� xp. 12/.1! .6 CAO 0-2-0 .o - STUB 6 7 8 9 1(11 4-6-14 4-8-14 t 3-l.(� 3-1.0-1.. 2/20/2003 Truswal Systems Plates are�_a. unlegr3_�hoa'n IJ�� 2"1118" (1�7c�a1n , "H"(16 "MX"(T1IMX 2 Joint Report. Scale: 5/32" = P ga.), or ga.), posi.tioned per etas s Circled plates and false frame plates are positioned as shown above. Shift aable stud Elates to avoid bverla 4.irt11 structural latex or sta le) WANING Read all notes on this street and give a copy of it to the Erecting Contractor. TBF: 89.3 WT:221 # WO: JLWAEL This design is for an individual building component not truss system. It has been based on specifications provided by the component nmmuEtclurer and doneChi : Customer Name: in accordance with the current versions of TPI and APPA design standards. No responsibilip' is assumed for dimensional accuracy. Dimensions nre ht he 113racing Dagnr: me #LC = 14 da KBI N%03�� verified by the component manitfacmrer and/or buildhng designer prim• io fabrication. 'rhe building designer Must ascertain that the loads utilized on this design meet or exceed the loading imposed by the load building code and the psnticubr applic:uion. The design assumes that the top chord is latetall>' TC Live 16.00 psf DurFaes L=1.25 P=1.15 EZEEM braced by the roof or Floor sheathing and the bottom chord is Laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Dead 17.00 Rep Mbr Bnd 1.15 shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC psf TR5 SYSTEMS will cause the moisture content of the wood to exceed 197o sad/o• cause connector ptate corrosion. Fabricate, handle, install and brace this Huss in BC Live .00 psf O. C. S ac 2- 0- 0 p p �-ng North 4445 Northpark Dr., Coln Springs, CO 80907 accordance with the following standards: '10IN'r DETAILS', b y Tntswnl, 'ANSI/TPI 1', 'WTCA 1' - Wood'rross Council of America Standard Design g y 13.00 Design Spec UBC -97 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED NVOOD TRUSSES' - (1118-91) and '1418-91 BC Dead psf SUMMARY si-mEr by'rpl. The Toss Plate Institute ('TPI) is located it 58.3 D'Onof io Drive, Madison, Wisconsin ,53719: The American Forest and Dan Ratio: Lt/360 'IC: L/480 Tp5. 0 Version T6.3.1 Paper Association (APPA) is located at 1111 19th Street, N\4', Ste 8W, Washington, DC ^(X)36. TOTAL. 46.00 psf Job Name: jiwael -- Truss I®: Li Qty: 2 ®rw : LUU3u.') N Uu%-W a lM X -IDC RIDS= SIZE R92'D TC 2x4 EEL #1 & Btr. W b bracits� LlYP11 at each locaticti 6han. S� standar is (M(01087001-001). E1.1.1 Verticals designed for ax al loads ably. atahsian aba e or b:1av the truss profile 1 2 0- 3-12 4617 3.50" 2.46" 18- 9-12 5522 3.50" 3.50" BC 2Y8 ISL #2 NM 2x4 DFL SD*nVD Plating spa: • ANSI/'TPI - 1995 (ifananyy) raga re additiahal oa-zid _ratia� 2/20/2003 EIS ELK 2x1 DFL #1 S Btr. THIS IFEIQQ IS TIE CCI' csrm RESLLT OF (yy ctl�rs) for boriz. loads on the bldg. This truss is desigrxl usb-S the TC 1-2 ECRCE A)f, -1911 110 CSI GIL ELK 2x4 DFL SIAMIARD Lun>xr shear allcAeblw are per MB-97.E&Vzn� MCII.,TTPLE ICAD CASES. RElLjJj T1ENI5 sl�i are based ONLY CIBC -97 Axle. 2-3 .02 -2159 .01 .21 .22 .35 .36 PfATF. VALIIES I -ER ICED RESFARQ4 FOrPT #1607. ah thp- truss oaterial at each L�ariiV. BldgLocaiosed = Yes Titivss Location = D-0 7 3-4 -2159 .02 .71 .73 + + + + + + + + + + + + a. + + + + + + + + + Nail slx>n is for PLF loads a -ay. Loadad for 10 PSF rnroamurraht E7.I . aainatge nest Le prv✓ichd to avoid pa -ding- IIIrlicaim/o earl L11aL = I3c Exp Category = B BC FCF E AXL B10 CSI pattern Q nceritrated loads MC]3T b= distributed to Eterranarit bacirg is rreq.tired (by ctla=rs) to Bldg LetYlth = 90.00 ft, Bldg Width = 40.00 ft Nl�h height = 25.38 ft, nph = 80 5-6 6-7 0 .00 1924 .10 .43 .43 .66 .76 each ply ta11y. Ckr ttul.ti-ply with hat ers, use 3" Os nun. into the nt3i prevahL-. rotaticn/tcpplit-9. See HIB -91 alai ANSI/'IPI 1-3.995; 10.3.4.5 and 10.3.4.6. rabt i� Stanlalcl 0.u>lxxioy, Dead Load = ---- p-- LOADS ---------------- 7-8 18 .00 .95 .96 Fb- nrye than 2 p1 use addii fastetr May use adac a staples fcn: gable blecics. VERZ CSG I11'M! ----------LQAD CASE #1 DESI(N Dir L.Plf L.Loc R.Plf R.Lec LLM NEB FCRCE CSI W® FcR E CSI ers as lra cated fyratr the hack plys, or use any other apprajed data.iI (by others). BMDnU LFSIGER NICbT (+1 gable bracing -ed Q 58" intervals, TC Vert 66.00 0- 2- 0 66.00 18-11- 8 .48 0- 0- 0 388.00 0- 2- 0 4-8 B82 1872 .92 -5522 2-6 -793 .19 2-7 465 + + + + + + + + + + + + + + + + + + + + + + PLATIM BASED CN C-RFIN VAUlES. i.f egX:sed to s+arr3 aFplio3 to face. S"Ga , c--bl.e Details", C002065035. see BC Vert 388.00 .00 PC Vert 414.00 0- 2- 0 414.00 15-11- 8 .00 1-5 .86 -3532 .84 .09 3-7 -624 .15 2 -PLY! Nail w/10d BOX, staggered (1,M-97 BC Vert 26.00 35-L1.- 8 26.00 18- 8- 0 .00 lbs X.Loc LWIL 1-6 3858 .78 4-7 4192 .85 Sect. 12) in: TC- 2/ft BC- 3/ft N&RS- 2/ft TOTAL 46.00 psf .T}pe... BC Vert 2291.0 16-11- 8 .35 MAX rEFTFt- CN (span) Lt/999 INMEM 7-8 (LIVE) L= -.08" D= -.14" T`- -.22" Joint. Lxatiats = 1 0-0-05 0-0-0 2 6- 1- 4 . 6 6- 1- 4 3 12- 2-12 7 12- 2-12 4 18- 6- 0 8 18- 6- 0 2-PLI'S 1 VEQUIRED 1.0-9-3 6-1-4 64-8 6-6-6-12 6-1-4 12-242 18-9-5 2 3 4 2-6 3-4 TYE j t' .C459 2 �irn E- p. 12/31;66 f ;P\ /* I 22911: �`�% i V 18-9-8 - OF C -A P 0-2-0 TYPICAL PLATE 1.5-3 STUB 5 6 7 S 6-1-4 6-.1-g 6-6-12. 2/20/2003 Truswal Systems Plates are 20 %a unless sh0t.�h/_!�i2" 8" (18 gals} �_}1 Scale: 5/32" = 1' "..(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint D,taij_s Report. Circled plates and false frame plates are positioned as shown above. Shift qable stud plates to avoid overlap with structural 12lates. (or staple). YY1ltlflLVING Read nd1 notes on thissheet and give a copy of it to the Erectin; COntrllctor, TBF: 386.7 WT:482 # WO: JLWAEL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done thk: Customer Name: in accordance with the current versions of TPf and AFPA design standards. No responsibility is assumed for dimensiaal accuracy. Dimensions are to beDs �� : me #LC = 14 da n KB, NO verified by the component rmmnfacturer:md/or buildbng designer prior m fabrication. The building designer must ascenain Omt the lards utilised on ibis RCAL design meet or exceed the loading imposed by the local building code and the particular application. The design assumes dnu the top chord is laterally TC Live 16.00 psf DurFaes L=1.25 P=1.15 braced by the roof or Floor sheathing and the bottom chord is Laterally braced by a rigid sheathing material directly amached, unless otherwise noted. TC Dead 17.00 psf Rep Mbr Bnd 1.00 Bneing sho++m is forLateml supporti of components members only to reducetiuckJing lemada. This component shall not be placed in.my environment that TRUSWAL SYSTEMS will cause the moisture content of the wood to exceed 197 and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .00 psf 0. C. Spacing 2- 0- 0 4445 Northpark Dr., Colo Springs, CO 80907 accordance with the following standards: '101N'r DL"TAII.S', by Truswnl, 'ANSI/TPI f', 'WTCA L' - Wood Truss Council of America Standard Design 13.00 Design Spec UBC -97 Responsibilities, 'HANDLING INSTALLING AND BRACING NIETAL PLATE. CONNECTED \VOOD'rizussES' - (11fB-91) and 1-118-91 BC Dead psf SUMMARY SHEET' by Till. TheTruss Plate Institute (Till) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Defl Ratio: L/360 TC: L/480 Tp5.0 Version T6.3.1 Paper Association (AFPA) is located at 1111 19th Street, N\V, Ste 8011, Washington, DC 20036. TOTAL 46.00 psf Job Name: 11wael Truss I®: M I Qty: 2 ®rw : LUU-JI a-'3 1 UUI*-U/ It BRG X -LOC RFP.CT SIZE REQ'D TC 2x6 DFL #2 w2la lsacilxJ reg 1 at each to aLiaa slx� n. ® (TK01087001-001). 'Ibis truss is designed using the UK -97 N3e• 1 1- 4-12 1208 3.50 1.50 BC 2x4 DFL #1 & Btr. S� standar,lc� s Plati.nhg spec : PMI/TPI - 1995 Bldg T]olccad = Yes 2 ll- 7- 4 1503 3.50" 1.50" Y1FB 2x4 DEL STPNDARD SLII&R 2x4 DEI, #1 & Btr. THIS LESIGq IS ME O7+STIE RESULT OF allrTlztss Lcxatirn = LinEnde rle = No B No 1]p Li00 TC FAKE AM RD CSI GM BLK 2:c4 DEL STANDARD MULTjPLE LOAD CASES. BE RIM RE%iTIREi`ItENTS sham are based CNL�C Width = 4 . Bl Ls h = 90.00 ft, Bldg width = 40.00 ft Blckj les -40i f dg 1-2 1-2 125 -1050 .02 .24 .25 PLATE \MM PER ICHO REFI IZEF RT #1.607. Lnacled for 10 FSF rm-concur-rent BCLL. cn the truss material at each beatjrg. P'Ban >a� )e Coo p 25.02 ft, npla = 80 L� Staizdalri Coayaathcy, Dad Lied = 27.0 psf 2-3 -358 .00 .00 .52 .52 .52 .52 Pity use ad-glate staples for gable blocks. Pernril�ht bracilhg is t'�putad (by others) to rctati t 1i See M-91 and �'L. ----------IMD CASE #1 LE:SICN IOADS ---------------- 3-4 -170 00 .17 .17 FAAIDM DESIGNER nLT VERIFY CY E MADS! [+1 gable ]xaaia7� �•ac�.�ua3 O 58" intervals, pr�vent PNSI/TPI 1-1995; 10.3.4.5 atxl 10.3.9.6. CN CRfFN ISMRF32 VAU S Plf Dir 76.00 - 0- R.Plf - 3- IL .35 I> Vett 76.00 0- 0- 0 85.71 1- 3- 0 .35 BC 5-6 FCRCE 617 AX[, BM CSI '.24 if wooed to wi� d Ind applied to face. See "Genexal Cable Details", C002065035. FLA= IASM • Ehd verticals deli for mal. loads hal TC Vert 151.71 1- 3- 0 241.00 12- 9- 0 .41 6-7 616 .06 .18 ensis abare orbelow the truss profile E:•tah BC Veit 26.00 1- 3- 0 26.00 12- 9- 0 .00 7-8 0 .06 .00 .18 .24 .12 .12 Attica tcp d xd (if shoat) with (if ai ) recgtire additiaial aszsideratict-i for horiz. loads as the bldg. WEB Fmcs CSI WEB FCRE CSI 2-4 pl (ac47 o 3-6 plates (2K6) at 24" o.c. and applied rotated, in additiaz to (by otla:rs) 2-6 242 .10 4-8 -51 .04 the heel plating sho n. 'Dae secondary tcp 2-7 -940 .80 SLUE -1326 .12 chord may be notched for cutlooluas as 3-7 -708 .42 meted. Do mr NTJICSi mm3 E SEI7m BY (-) MAX EEFTFt-rrtN (spurn) L/999 IN MEM 5-6 (LAE) L= -.01" D= -.02" T= -.03" MAX D Fr>rY-rrtN (cart) : LV999 IN MFM 7-8 (LAE). 1. .00" D= .00" T= Oil' Joint Locatic is 1 0- 0- 0 5 0- 0- 0 2 5- 7-12 6 5- 7-12 3 10- 4- 4 7 10- 4- 4 4 11- 6- 0 8 11- 6- 0 TYPICAL PLATE : 1.S-3 nfa�t ®CO�do Elis TRUSIVAL SYSTEMS •1445 Northpark Dr., Colo Springs, CO 80907 Tp5.0 Version T6.3.1 5-7-12 , 4-3-8 5-7-12 10-4-4 1 2 3t 1� 00 2-11A 7-, 2- q_. 11-2-15 3-4 + + 0-Mill, 10--12 11-6-13 Ii l 1, 4-4 2.5-4- 11-0-1 4 1.5-4 2.5- A' l .s-4 'Ii 1-3-0 STUB 5 6 73 5-7_12 i 4-5-8 -I 5-7-12 10-4-4 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. Circled plates and false frame plates are positioned as shown above. Shift «able stud Dlates to avoid overlap with structural plates (orsta e�OFESy'o'�9 f it `g N O. 4 59 a jt `` r! CC_ Exp 12131/0 111 ai U WARNING Read all Motes on this sheet and give a Copy of It to the il'eCtllh Contractor. TBF: 95.3 WT:235 # This design is form individual building component not iniss system. It has been based on specificnions provided by the component m:omfacmrer and done Ch1c: in accordance with tine currant versions of'I'Pl and AFPA design sLui6rds. No responsibility is assumed fon' dimensiumd accuracy. Dimensions are to be Dsgnr: me #LC = 21 verifted by the component tnnnufuchnrer vid/or building designer pt'ior to fabrication. The buildoig designer must ascertain that the loads utilized oil this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that tine top chord is laterally TC Live 16.00 psf braced by the roof or floor sheathing and the bottom chord is laterally br.,ced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for Lateral support of components members only to reduce bucld'utg length. This component shall not be pLiced in any environment thW TC Dead 17.00 psf will cause the moisntre content of the wood to exceed 19;0 and/or cause cotmector plate corrosion. Fabricate, h:mdle, install and britt this taus inBC Live .00 psf accordance with the followuig stand Lards: 'JOINT DE'T'AILS', by Tnrswal, 'ANSI/TPI 1', 'WTCA F - \\lood Taiss Council of America Standard Design Responsibilities, 'HANDLING INS'T'ALLING AND BRACING NICTAL PLA'T'E CONNLCTL'D WOOD TRUSSES' - (4110-91) and '11111-9t BC Dead 13.00 psf SUMMARY SHEET' by'rPl. 'rhe Tniss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. Tile Ariierican Forest and Paper Association (AFPA) is located at 1111 19th Street, NAV, Ste 800, Washington, DC 20136. TOTAL _ 46.00 psf 2/20/2003 Scale: 1/8" = 1' WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bad 1.00 O.C.Spacing . 2- 0- 0 Design Spec UBC -97 D:�1 Ratio: L/360 TC: L/480 lob Name: elwael 'truss I®• M2 Qty: 1 I ®ewge k-UUaU3 r Uv-r-Wr i i EM X -ILC REACT SIZE REV'D TC 2x6 DFL #2 1 1- 8- 0 298 3.50" 1.50" BC 2x4 DFL 41 & Btr. 2 7-10- 4 379 3.50" 1.50" WEB 2x4 EFL SIPNDARD BW3 Hi>t73R hum Pritl - VALLffi PER ICHD RESE11KH REEM #1607 1 U24 16d I fcr 10 PSF =-ca-co -ra'1t Ba I. HsazJere are rrL cosigned ftp End verticals designed fcr waal. loads ally frnzat-al loads. Elterisitais above ar below the truss profile SEE SRZRN CATALOG' (if aR1y) 'T3u.re ac0itiaaal earisideration FCR JMMum T1 F`PAT7ATTQ7 JSJIES' (by Ctj115) foZ h2]r Lz. loads on the bldg. 'IC FORCE AM END tSI 1-2 172 .01 .31 '.32 - BC FCRCE AM END CSI 3-4 161 .00 .32 -32 ;EB FC RCE CM idB FZiRcE csi 1-3 -213 .03 2-4 -273 .21 1-4 -165 .0 Truswal Systems Plates are 20 ga. unless shown by6-3aU"(18 ga.), WX Ig=CN (sem) ' Scale: 7/32" = 1' W999 IN MEM 3-4 (LIVE) H"(16 ga.),'or "MX"(TWMX 20 ga.), positioned per Joint Details Report. T. -.05" D= -.09" T= -.14" = Joint Lcxatians = Circled plates and false frame plates are positioned as shown above. 1 0- 0- 0 . 3 0- 0- 0 2 6- 5-12 4 6- 5-12 Plating spac : ANSIt PI - 1995 'THIS Ig5IW IS IIHE Ca`ffCSrM RES[JLT OF I,TM1 E IIID CASES. BFARII,B REIiXJD2EJ'+IENM shY7si are based CM -Y ai the truss material at ead-t bearing. . PLATIM BASED CN GREEN UMM VAUES. -AAMEIR AT LEFT END (if specified) is to be installed per Sinlx cn s �i-f, , tic is aryl is desigi-Ed based m tale MI -L Z ca iteLza fa t1;✓ SLTportin7 -d -: 2 PLY, 2c 6, sm-e specie as d -da-:c s this dlamdxe. 6-5-12 6-5-12 1 2. 1� 00 7-3-7 >W RFALTICN(S) : Sgzpatt 2 -28 lb 'riiis truss is dwig ed usu-g tI- WC-97 Cbcle. Bldg Elaclosad = Yes 'Buss l-ccatiaa = a)d Za-je Flu ricarie/Oxaoi Line = No, cate9cay = B L Bld7 a = 9o.00 ft, Bldg Width = 4 0. 00 ft pl;azl roof Ii--icglt = '23.34 ft, nph = 80 LHC Stalxlald ooapmYy, head Iaad = 27.0 psf `POFESSIp� Q Eat 1 Y< `• ` v� No. C 45. 2 M Ex . 1-6-4 - STUB 3 4- 6-5-12. , 2®20/2003 Truswal Systems Plates are 20 ga. unless shown by6-3aU"(18 ga.), Scale: 7/32" = 1' 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 hates to avoid overla with strntctural laces (or sta le). WARNING Read all notes onn this sheet and Pe a copy of it to the /erecting Contraetor. TBF: 2 6. 0 WT: 60 # WO: JLWAEL This design is for an individual building component not truss system. h has been based on specifications provided by the component manufacturer and done Ch1c: Customer Name: in accordance with the current versions of TPI and AFPA design stam6rds. No responsibility is assumed for dimensional accuracy. Dimensions are to. be Dsgnr : mc #LC = , 14 da KB' � IMC A verified by the component manufacturer and/or building desie tier prim' to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the panicular applicuion. The design assumes that the top chord is Literally TC Live 16.00 psf DurFaes L=1.25 P=1.15 braced by the roof or floor sheathing and the bonom chord is laterally braced by a. rigid shealhing material directly attached, unless otherwise noted. TC Dead 17.00 psf Rep b br Bnd 1.15 Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TRUSWAL SYSTEMS will cause (lie moisture content of the wood to exceed 195r and/or cause connector plate corrosion. Fabricate, handle, install and brie this muss in BC Live .00 psf O.C. Spacing 2- 0- 0 4445 Northpark Dr., Colo Springs, CO 80907 - accordance with the following slantlards: 'JOINT DETAILS'", by Tras%val, 'ANSITI'PI I', 'WTCA 1' - Wood Truss Council of America Standard Design . Responsibilities, 'HANDLING INSTALLING AND 13RACING METAL PLATE CONNEC'T'ED WOOD TRUSSES' - (4110-91) and 1HIO-91 BC Dead 13.00 psf Design Spec UBC -97 SUMMARY SHEFT' by TPI. The Taiss Pb(e Institute (fl I) is lorwed a(583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Den Ratio: W360 TC: T41480 Tp5. 0 Version T6.3.1 Paper Association (AFPA) is located at [111 19dn Sweet, NMI, Ste R00, Wic hington, DC 20036. TOTAL 46.00 psf Job Name: 11wael Truss I®: M3 _- Qty: 4 ®rw : LUU3U-), vv't-v0v EM X -LOC FUCT SIZE REQ'D TC 2>6 DFL #2 [d1a blacirg -ed at each location slx� al'. ® tails (TX01087001-001). upLrFr RFPLTICN(S) SLVVc t 1 -86 lb 1 10- 5- 0 354 3.50" 1.50" 2 15- 1- 0 766 3.50" 1.50" BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STPNLlM1RD S� statrlatc1 Plating spec : TIMI/TPI - 1995 '1IlE SLyport 2 -229 ].b nil's truss is d.sicy�l -.u-e the BRG HflIUR I'm PLATE vAT_I1r5 PFR ICBC9 RESEATI�I REn:�I #1607. THIS MIGi3 IS CI ln' CSFTE RESMT OF Com. 1 L124 16d 2 IM26 arerlt B'IL. L� for 10 FWarn-arrn PLAI'II3; BASED CN GaN LIL�'IRER 1/A M. MCLTIPLE LOAD GGM. BFPRIlv; RDUDMIRTIS shown are) CPRY B l&j EYx 1a-� =Yes Bldg. TnLss Lx/oceat-i = Earl"= Hmxjers are r>ct desig ed for hoz2aital Iceds. Ehd verticals designed for axial loads only. ESd_ensiens above or belov the truss profile a7 ti -ie truss material at eadi bzarirg. -1?-N2ER AT IEFr END (if specified) is to be 1,b Flux icat�/ �� LZi>` =130 A r = B ft, Bldg Width = 40.00 ft SEE SHvlFS 3 CATALOG (if aarr��yy) rxxsiirn aMitiaial eazsideiatiaz r h1dg. installed per Sinpsai .�� ficatioris ai-A is &signed ]Lased az Ute follondira critaLia Bldg Largth = 90.00 �7 an 1DOi aright = 26.36 ft, mph = 80 FCR ALDITICN.AL IIlSPATiATTQI 14 -MB (by etlx fear horiz. loads an the "7-ILNMR AT RIGH END (if specified) is to be for tl-e sq*ortirggvder : 2 PLY, 2.c 8, chard this chatarg. LpC Stm1a,,r l ozoipatr.Y, Did Load = 27.0 psf TC FORCE . AM 110 CSI installed per Sinpsczz ications ani is sanr sp�e as slymn rn BC Dead 13.00 1-2 -135 .01 .18 .19 designed basad vi the ollo.,irg criteria 1MMARY SHEET' by TPI. The Tnnss Plate Instimie (rpm) is located at 587 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and per Association (AFPA) is located at 1111 19th Street, MV, Ste 900, Washington, DC 20036. for tlje %j:poatu3g 1 ELY, 2x 6 BCFCRM AXL 111D CSI saire sic, e as dr az this drawing. 3-4 -129 .00 .31 .11 HEB R ECB CSI ' WEB KFICE CSI 1-3 -304 .16 2-4 -526 .59 1-4 275 .48 MAX IEI=CN (epan) LV999 IN MEM 3-4 (LIVE) L= -.01" D= -.02" 4`- --03" Jnu->t Loratiais 4-11-21 1 0- 0- 0 3 0- 0- 0 2 4-11- 8 4 4-11- 8 2 jo ®CAL TRUSWAL SYSTEMS 4445 NorWpark Dr., Colo Springs, CO 80907 Tp5.0 Version T6.3.1 2-4 4-4 1 16-7-3 1.6-7-3 13-3-11. 9-2-2 2-3 . 2.5-4 SRI], � R?Io EHs/o SO q� C) LU � No C 459 n C: EX. 12/3l'/0- 3 -It 1-6- 4�i STUB 3 4 4-11-5 Truswal Systems Plates are 204-cjk' unless shown by "18"(18 ga.), "H"(16 ga.), or "MX"(TW61X 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift cakle stud plates to avoid overlap with structural lates (or sta ].e) VARNING Read all motes onthis sheet and oil'e a c011y of it to the Erecting Contractor. TBF: 38.7 WT: 95 # tis design is for an individail building component not cuss sysream. It las been hased on specifications provided by the component manufacturer and done Chk: accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed fur diniensiotai accuracy. Dimensions are mi be Dsgnr: me #LC 14 rifted by ]lie component m:mufaciurer and/or building designer prior ro fabrication. The building designermmlSl :a3Ce1'I:1111 kit [lie maids utilized oil [his sign meet or exceed the loading imposed by die local building code and the padicular application. The design assumes nh:u the top chord is I:deiill)` TC Live 16.00 psf aced by the roof or floor sheathing and the bonom chord is laterally braced by a rigid shuuhing mniercd directly annched, unless ollienvise owed. TC Dead 17.00 psf acing shown is for lateral support of components members only w reduce buckling length. ')'his cumpouem shall not be placed in any environment dint 11 cause the moisture content of the wood to exceed Mo and/or cause cunnecwr plme corrosion. Fabricate, handle, install and brace this utas in BC Live - .00 psf cordarse with the following standards: '10INT DL•TAILS', by 9luswal, 'ANSUTPI 1', 'WTCA V - Wood'rtuss Council of America SLindard Design 'Fi)0-91 BC Dead 13.00 .sponsibilities, 'HANDLING INSTALLING AND 01L4CING NISTAL PLATE CONNEC'T'ED WOOD TRUSSES' - ('hllfi•J1) and psf 1MMARY SHEET' by TPI. The Tnnss Plate Instimie (rpm) is located at 587 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and per Association (AFPA) is located at 1111 19th Street, MV, Ste 900, Washington, DC 20036. TOTAL 46.00 psf c) F- ,rte 2/2®/2®®3 Scale: 3/32" = 1' WO: JLWAEL Customer Name: da. DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Dafl Ratio: L/360 TC: L/480 Job Name: 11wael `Friss I®: X14 Qty: I ®rw : %,VU,sv, 1 vv•f-vv Btu X -1 0C REACT SIZE RB2'D TC 2x6 EFL, #2 Btr. Wzb toe -=cirri at eadz locatial sham. ® See stalidard�s (TX01087001-001). iIPL,IET 1�GTICN(S) 32 lb �� 1 465 1 10- 5- 0 677 3.50" 1.50" 2 15- 3- 8 313 3.50" 1.50" BC 2x4 DEL #1 & 4EB 2x4 DEL STEAD Plating spec ' ANSI/TPI - 1995 SL4 Ib lb 3 17- 3- 8 101 3.50 1.50 PLATE VAUES FM ICBD RESI74M-I Ra:cxzr #1607. THIS MICN IS THE CCACSITE RRALT OF StqT'cit 3 -40 Slppa t 4 -25 lb 4 19- 3- 8 122 3.50" 1.50" 5 15- 1- 0 612 3.50" 1.50" Loade=d for 10 PSF i=l oarirna,t E> I.L. Vsxk all interior beari I ocatiais . 1�s) P'][IITIFLE LCt�D 345. BFAium R iLujRa ENIB sl -,an are based 01Y -9. `-gyuart 5 -931 lb Trus ti'utss is deslg-d using the Bim IiAi�Z )�E 1 LLE26 Install 117tEL7N fl ppm bPfCA e erection. PLATIlS BAS'E1D CN GREEN UMBER VA.LL7ES. on the truss niater al at each beaus � Shim heal-ri (if n;eacled) for 1 i . LEC -97 Cb3e. Bldg D'0MU = Yes 5 RE26 Hatyjers are rict desigl-nd for -f-AISam AT LEST EM (if specified) is to he installed pzs Sinlxsai�. �iffi�t]a7S sled is F7xi verticals dsig-Bd fcr axial 1 ally. R-ensions above or LY1oo t)>z truss profile TYtiss Irxati.al = II>dd Zai Iluz-jcar)B/Ccaat Line = No ES.p Cate9MY = B hm.•izortal loads. SEE SIMPSCN CATALOG designed bas«1 rn the tollcwirg criteia (if arry) ]eC]llii2 additi.aal calsidetatia7 others) for hsda. loads or, tl - bldg. , Bldg Ian - 90.00 ft, Bldg Width = 40.00 ft f 31ni t = 26.36 ft, nph = 80 FCR AT�TITCISAI, I[SIATiATIIN NJIES este sparse as d�cf st ns ai this drawn . AT RIGIF END (if specified) is to be installed per Si1TpSa'1 spec,ficatia•1s -cl is rc ,eh� gJ 1C Standard may, Dead Lmd = 27.0 psf TC FCI2CE AXL FAID CSI dig ad based on t11.oI llcl m Criteria 1-2 304 .03 .13 .16 for the m5vc tls 1 PLY, 2x 6, 2-0 247 .02 .12 .15 same specie as sha n at this dr�6 rg. 0-0 -131 .00 .13 .13 0-0 -70 .00 .03 .03 0-0 -18 .00 .01 .01 BC FCRCE AM RM CSI 3-4 -245 .00 .11 .11 4-0 0 .00 .00 .00 4-11-8 VM FCRM CSI WM F= CSI 4-11-5 1-3 -627 '.33 2-4 -96 .1-1 1-4 525 .91 1 2 MAX EM=CN (span) 1t/999 IN MEM 3-4 (LIVE)r10.00 L- -.01" D= -.02" T= -.03" MAX DEFTFr' CN (cant) ' L/999 IN M4 4-0 (LIVE) IF .00" D= .00" T= 00" Joint Locations = 1 0- 0- 0 3 0- 0- 0 4 2 4-11- 8 4 4-11- 8 4-4 17-0-10 17-0-10 ssgllo 13-3-11 SHIP @jj�OF i!�� f',s' No C 459 i n _ 2-3 .5- 5-0 ' �(:1 f Ex . 12131/06 J / KBH ORCAL TRUSN'AL SYSTEMS 4445 Northpark Dr., Colo Springs, CO 80907 Tp5.0 Version T6.3.1 4t-5-15 3 4-11-8 10-3-3_ 4 STUB 3 4 4-11-R i Truswal Systems Plates are 2044h-8unless shown by "181'(18 ga.), OVER 5 SUPPORTS H"(16 ga.), or "P1X"(TW.IX 20 ga.), positioned per Joint- Details Report. Circled plates and false frame plates are positioned as shown above. Shift sable stud elates to avoid overlap with structural plates (or staple). WARNING Read all notes on this sheet and give a coj v of it to the Fi-ectin Conti -actor. This design is fur an individual building component not truss system. It has been based on specifiadions provided by the component ocuudacnfrer and done lin accords ice with the current versions of TPI and AFPA design s(and.a rds. No responsibilnP is assumed for dlmen.6onni accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. 'rhe building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the pnilicular application. The design assumes ilia( the top chord is Laterally braced by the roof or floor sheathing and the bottom chord is Laterally braced by a rigid sheathing nLYterial directly attached, unless otherwise noted. Bracing shown is for latent support of components members only to reduce buckling length. 'Phis component shall not be placed bn any environment that will anise the moisture content of the wood to exceed 199 and/or cause connector plate corrosion. Fabricate, handle, install mud brace this moss in accordance with the following standards: 'JOINT DE'T'AILS', by Truswal, 'ANSI/1'111 1', '\\'TCA I' - wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING MISTAL I'LA'1'E CONNEC'T'ED WOOD TRUSSES' - (IiIB-91) and 1N113-91 SUMMARY srin'1" by'rPl. The Truss Plate Institute (TPI) is located at 583 D'Onufrio Drive, (Madison, Wisconsin 53719. The Americsu Forest and Paper AssocL1don (AFPA) is located at 1111 :t9fh Street, M\', Ste 500, Washington, DC ^_(X136. TBF: 40.7 WT: 97 # Chk: Dsgnr: me #LC = 14 TC Live 16.00 psf TC Dead 17.00 pof BC Live .00 psf BC Dead 13.00 psf TOTAL 46:00 psf iv , r\:OF c;A��r� 2®2®12®®3 Scale: 3/32" = 1' WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep I4br Bpd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Deft. Ratio: LL 360 TC: L/480 MAX 17EFT>+r` CN (span) ' L/999 IN MEM 3-4 (LIVE) LF --01" Tk -.02" 71- -.03" MAX EEFLO rCN (carctt) : U999 IN MEM 4-0 (LIVE) L. .00" D= .00" T= .00" = Joint Iocaticzs 1 0- 0- 0 3 0- 0- 0 2 4-11- 8 4 4-11- 8 JIM C@d TRUSWAL SYSTEMS 4445 Nordipark Dr., Colo Springs, CO 80907 Tp5.0 Version T6.3.1 6-5-15 10-3-4 10-3-4 STUB q_L3 4 4-11-8 �nFE�Ss SHIP Q r p Gni EV 1� � too. C 5532 m u.s � Exp.1 i31/06 ti �A-, ; 1/ i ,j. Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), OVER 6 SUPPORTS H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. 'truss ID: M5 Qty: 9 Drw : �;�e�3`►� a ��r�-�r�� Job Name: jlwael Rend all notes on this skeet and give re copy of it to the Erectim, Contractol. TBF: 42. by the component vutfncrer and done This design is for an individual build'ulg component not iruss system. It has been based on specil]ctions providedmm EEG X -IDC REAa SIZE RE)2'D TC 2X6 DFL #2 bleb bracing r at eadi location sha,11 ® See sl-�-nrlal.•d�Is (TX01087001-001) . UPLIFP REP.CITCN(S) SLI:p=t 1 -574 lb lb 1 10- 5- 0 818 3.50" 1.50" BC 2� 1 EEL #1 & Btr. P1aL-i -1 : P1�I/TPI - 1995 Stylxat 2 -64 2 15- 3- 8 315 3.50" 3 17- 3- 8 85 3.50" 1.50" 1.50" WES 2x4 LtFI S'TANIAM PL'A'TE VAUES PER ICBJ RESO7RCH REFCRT #1607. THIS LgSICN IS THEE Ct7r1FC6j`1E R23 T OF �'g tcrt q -41 lb IIY� 4 19- 3- 8 200 3.50" 1.50" Loaded for 10 PSF ncn-ca�u. -t BCYL. EyYR IRPLE LSD C7 SES. RFPRIICEP1ENIS sho rr are based r1IY Stiapoit 5 -24 ]b .5 21- 3- 8 111 3.50" 6 15- 1- 0 708 3.50" 1.50" 1.50" Mark all interior bea locatials. Install interior stg�x�t s) )xfm2 e�tian- cn tl'p- tn� ITSLEL � at � 5�1 t 6 -528 lb 7ilis truss is d signed using t1L ERG 19V:4; R NJIE PLAmr. BASED CN C32EiTT MEM wIL1S_ Shun teal -s (if Ix�l) for Ic Cbcie- 1 1IB28 %lAN3R AT LEFT am (if specific]) is to be is IIld verticals desig-ted fora .1 F.�isiazs aba-e or below the truss profile Bldg alclosed =Yes BldgTEC-clos 6 UB26 STaiz�ers are ret. designed for installed per Sinpscn ss��� ificatirns and designed based rn the fo].le W -Ig caater1a (if al�1y) rax}iue acklit cr)al cazsideratiai (ih, ctltea:s) for 1=iz. loads on ti>✓ blcb. 'IYuss Lxatiaa = E]zi 7a�a �1 �/ 1 T �� _Category = B ft hmZzcx�ral lwds. SEE SIMPXIQ Cr1TALOG for tl>z sj4�xntirg girder:2 PLY, 2x 8, c3�d sta1 this cha urj. HvN.4:R AT RTGU E10 (if specified) is to be Bldg Lazltlr = 90.00 ft, Bldg Width = 40.00 ft, = 80 FCR AMrrICNAL IDSTATI.A13Cb1 NJ7J;S sate specie as installed per Sinpscxi ss��eccifrc�tions wird is Mean r 1>zight = 26.36 »ph UTA. Stan lard 0:-4 -Y, bad Land = 27.0 psf designed based cn the follosw-jg criteria TC FCRCE AXL END ' CSI fca the agpstilzJ 1 PLY, 2x 6, this dL-A\WTJ. 1-2 371 .03 .13 .17 Bar, specie as drna sl aai cn 2-0 315 .03 .12 .15 0-0 -199 .01 .12 .13' 0-0 146 .01 .03 .04 0-0 -68 .00 .03 .03 0-0 -18 .00 .01 .01 BC Fly AXI, EM GSI 3-4 -297 .00 .11 .11 4-0 0 .00 .00 .00 a -1)-s WEB KFICE CSI WM FCRCE CSI 4-11.-8 1-3 -768 .41 2-4 -95 .11 1-4 637 .44 MAX 17EFT>+r` CN (span) ' L/999 IN MEM 3-4 (LIVE) LF --01" Tk -.02" 71- -.03" MAX EEFLO rCN (carctt) : U999 IN MEM 4-0 (LIVE) L. .00" D= .00" T= .00" = Joint Iocaticzs 1 0- 0- 0 3 0- 0- 0 2 4-11- 8 4 4-11- 8 JIM C@d TRUSWAL SYSTEMS 4445 Nordipark Dr., Colo Springs, CO 80907 Tp5.0 Version T6.3.1 6-5-15 10-3-4 10-3-4 STUB q_L3 4 4-11-8 �nFE�Ss SHIP Q r p Gni EV 1� � too. C 5532 m u.s � Exp.1 i31/06 ti �A-, ; 1/ i ,j. Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), OVER 6 SUPPORTS 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 clable stud plates to avoid overlap with structural plates orWAR Rend all notes on this skeet and give re copy of it to the Erectim, Contractol. TBF: 42. by the component vutfncrer and done This design is for an individual build'ulg component not iruss system. It has been based on specil]ctions providedmm clik : in accordance with the current versions of TPI :rad APPA design standards. No responsibility is assumed for dimensiolwl accuracy. Dimensions are to be Dsgn'r. me verified by the component manufacturer and/or building designer prior to fabrication. The building designer most nscensin that the lads utilized on this design meet or exceed the lond'utg imposed by the local building code and the particular application. The design assumes that the top chord is laterdly TC Live braced by the roof or fluor sheathing and the bottom chord is Literally braced by a rigid sheathing material directly anached, trltless Otherwise noted. TC Dead Bracing sho ,ii is for liteml support of components members only to reduce buckling, length. This component skill not be placed in Lilly environmem that will cause the moisture content of the wood to exceed 19% mrd/or erose connector plate corrosion. Pobricate, I><indle, install and brace this miss un BC Live accordance with the following slandirds: 'JOINT DETAILS', by Trust al, 'ANSI/TPI 1', 'WTCA I' - Wootl Tr tss Council of America Stindird Design '11113-91 BC Dead Responsibilities, 'HANDLING INSTALLING AND BRACING NMETAL PLATE CONNECTED WOOD TRUSSES' - (41113-91) and SUMMARY Slin rr' by'rPl. The Tniss Plite Institute (Till) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (APPA) is located it 1111 191h Street,, NW, Ste 800, Washington, DC ?0036. � _ TOTAL 2/2®/2®®3 Scale: 1/16" = 1' 7 WT: 104 # WO: JLWAEL Customer Name: #LC = 14 da 16.00 psf DurFacs L=1.25 P=1.15 17.00 psf Rep Nbr Bard 1.15 .00 psf O.C.Spacing 2- 0- 0 13.00 psf Design Spec UBC -97 - Dafl Ratio: IV360 'IC: L/480 46.00 psf I1ob Name: ilwael Truss l®: M6 Qty: -4 Drwg: LUU.3V51 esu%-MR2 � EM X -ICC RDm T SIZE R112'1) 1 10- 5- 0 354 3.50 1.50" 2 15- 1- 0 1022 3.50" 1.50" EW. 19NAR N3IE 1 LI24 16d 2 IiLE26 ,j,hn r�s are rot designed fcr hzr zontal loads. SFE sDff q C7MUM FCR AI$l1TICPIAL 1%'lYVIATTCN NJIES TC FORCE AXL EM CSI 1-2 135 .01 .18 .19 BC FC%E AXL HID CSI 3-4 129 .00 .0 .11 Wa3 FUKE CSI WEB FC&tCE CSI 1-3 -304 .16 2-4 -889 1.00 1-4 -275 .48 MX LEFIE)MCN (span) L/999 IN MEM 3-4 (LIVE) L -.01" D= -.02" T` -.03" = Joint Iccatiazs = 1 0- 0- 0 3 0- 0- 0 2 4-11- 8 4 4-11- 8 TC 2x6 DFL #2 BC 2x4 LEL #1 & Btr. WEB 2x4 DFL SPZEARD PLATE VAIM PER ICBG RESEARCH RELZ #1607. Tcaded for 10 PSF raarc=rAKr nt BCI,. 13.A= &'LSM CN GZFEN LLMBL•R VAUES. Erni verticals designed for aadal loads rn].v- Extensiazs above or below the truss profile (if �ry ) retTtu- additiaral acmideraticn (by =) far I iz. loads . tl-t. bldg. T1T UR AT TEFF a0 (if spacified) is to be installed per Sinpeats��ec.rficatims and is designed hosed ar the folYo,,d g ctzteria for the Tram+;ri�* q� 2 PLY, 2x 8, Satre -pact.- this dra..dng. ®Web lDTcin g r�u� rrs�l at eadi lcxatiar shoAn. see statrlar,;l d. Is (T%01087001-001) . P1aL-urJ spec : AIZI/TPI - 1995 THIS DESIG4 IS 'M OMT CSPIE P23L LT OF ML LTIPLE LQAD CASES. BEARII,r. RF_JIRaENIS slmn are based Q%Y cn tl-le truss material at eadz baring. DOM: RIGT OVEIII44r, DOES NX VUK LD= ()IHM MNISICL3 AI E HNIE (HI2 THE a=DG LPSIalER) 'IO RFSt.10E THE OVII2H4\G3 STRESS/ DEFTFt'TTCN, CR TRIM TO MAX. LF= N - P'La;-anon Liastipparted Right TC CH = 4-0-2 AhNa R AT RIair ESU (if specified) is to be installed per Sinlxai'ssp�ecificatirns aryl is d si�aed based ar the folio dx:g criteria for t1 -e ap�poitin7 irder: 1 PLY, 2x 6, sm-e specie as d.M shck n ar this drzziwirg. 4-11-8 4-11-8 lMffF.0 REP.CPICN(S) : SA:p=t 1 -86 lb S1gpxrt 2 -218)b ` us truss is designed using the Ur -97 Cbci✓. Bldg Ehclosa3 = Yes Truss Locatim = all 3- I1nrricanz/0can Linz = No , FJ.p CRtegcny = B Bld3 Length = 90.00 ft, Bldg Width = 40.00 ft Mian icof )-eight = 26.36 ft, uph = 80 uBc standard OvaT)atzy, Diad load = 27.0 psf 2-4 19-10 - 4-4 19-10-9 ?,C)F E SS l(J4 13-3-1L SI1Ii �e `){C, 9-2-2 l C/1 I;Q� y,c Z 2.3 U.i1� No. -- 982 rn 2.5-4� Exp. i /3115 1 Za e r 7-10-10 10-3�b STUB 3 4 '--' 4-11.-8 4-11-8 2®2®®2®®3 Truswal Systems Plates are 20 ga. runless shown by "18"(18 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Scale: 1/16" - 1' Circled plates and false frame plates are positioned as shown above. Shift aable stud glates to avoid overla with structural rates (or staple). WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 44.7 WT: 109 # WO: JLWAEL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chk: Customer Name: in accordance with the current versions of TH and AFPA design standards. No respousibilin' is assumed for dimensional accuracy. Dimensions are to be Ds the #LC = 14 da KBI�p � � verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized un this `�+ design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top ch a d is fitter:dl?' TC Live 16.00 psf DurFaes L=1.25 P=1.15 braced by the roof or floor shevhung and the bonom chord is Literilli, braced by a rigid sheathing material directly attached, unless otherwise noted. - Bracing shown is for lateral support of components members only Io reduce buckling length. This component shall nut be placed in any environment that TC Dead 17.00 psf Rep Mbr Bnd 1.15 'rRUSWAL SYSTEMS will cause the moisture content of the wood to exceed 19% :rad/or cause wmtector plate corrosion. Fabricate, handle, install and brace this toss in BC Live .00 psf O.C. Spacing 2- 0- 0 4445 Northpark Dr., Colo Springs, CO 80907 accordance with the following standards: 'JOIN1' DETAILS', by Truswal, 'ANSI/TPI 1', ' WTCA F - Wood Tnrss Council of America Standard Desien Responsibilities, 'HANDLING INSTALLING AND BRACING iNIETAL PLA'T'E CONNEC'T'ED WOOD'TRUSSES' - (HIB -91) and 1-110-91 BC Dead 13.00 psf Design Spec UBC -97 SUMMARY SHEET' by ni. 'rhe Truss Plate Institute (rPI) is loo ted ai 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Defl Ratio: I /360 TC: 1+1480 Tp5. 0 Version T6.3.1 Paper Association (APPA) is located at 1.111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 46.00 psf Job Name: jlwael 2.123//` Truss I®: M7 .2 ®rw : C UU-5V3 I UU'* �sr Hr. X -LOC REACT SIZE REQ'D TC 2x6 EFL #2 Plating spec : AMI/'EPI - 1995 'IIZ- OF��7y'^)a Reck1uc F,-s,.ilg ^`I is and bearing "'J are - truss Ixt sfgjporte3 in a )ager. 1 0- 1-12 1557 3.50" 1.50" BC 2x8 EEL #2 THIS EFSICN IS CC14:CSr1E IRE= Tanis ta.is designed using the 2 15- 1- 0 2304 3.50" 1.50" Bl, HAI�2 NOM W1B 2x4 DFL S13ZMPM 2x4 T&Z #1 & Btr. 6-3 KLTIPLE LMD =- BE*MP3 RFI�ZBZEI ENIS sinhaa are based CNLY �. TBC -97 0�. 2 HIiE28-2 Lifrd r shear alio ebl.es are per NDS -97. a. the truss material at eadz bearirg. Bldg El -closed = Yes Locaticra = &)a Z3 1mVerB are not designed fcr ToaAn,a for 10 PSF rnrcmattrent BOLL. PLATE VAuES PER ICBJ RESEARM fnECRr #1607. Thus I-iln-icane/Ct -arl Lir" = No E� �tecjr y = B horizontal loads. SFE SDFS N CAM4LM Pe maanet-it knacasg is rod (by oth-as) to n ati.m tcpp�. See HIB -91 a1i1 + + -t- + + + + + + + + + + + + + + -r + + + + Nail pattern shofri is f� PLF loads only. Bldg L�1th = 90.00 ft, Bldg Width = 40.00 ft Flat AI MCNAL IIuTALIATICN Nom prev��lt PWI/'IPI 1-1995; 10.3.4.5 and 10.3.4.6. CtaxCnL-raL-e3 loads NLSr be distributed to Mian rod height = 26.36 ft, rph = 80 LEC Stab Ctxzgxalcy, Ind Icad = 27.0 psf C k: Customer Name: ]?LATJM BASED CN GREEN IINL1F22 VALLES. eadl ply ee��.ta.Uy. Cn Llulti-ply with -. ----------LCl�ill 045E #1 )/SIGN IC]AtS ---------------- TC Fla2CE AXL END CSI 1-2 -2048 .00 .20 .20 Rid verticals designed fes' axial loads only. Dete'isiazs above or below the truss profile use 3" na-L s Lnin. into the car yii nernb For mare than 2 p1 use ad9.iti.2 fasten- Dir L.Plf L.Lcc R.Plf R.Loc IL✓`IL 0- 0- 0 66.00 15- 2-12 2-3 -183 .00 .20 .20 if �r) raghise additional misideratiai horiz. bldg. ers as indicated fon the back plys, cr use detail (by �h rs). TC Vert 66.00 .48 13C Vert 26.00 0- 0- 0 26.00 15- 2-12 .00 Dead 17.00 Rep Mir Bad 1.00 (by ethers) for loads . the any othe apprv✓ed lbs X.Lee LLv*M Bc FCRCF: AXL RZ CSI 4-5 1462 .08 .45 .53 2 -PLY! Nail w/103 BOX, staffed (NLS -97 Sect. 12) in: TC- 2/ft BC- 2/ft WEDS- 2/ft + + + + + + -u- + + + + + + + + a- + + + + + + -13AN-.FR AT RIG -U END (if specified) is to be ...Type... BC Vert 2123.0 10- 1-10 .35 5-6 1463 .08 .78 -86 BC Dead 13.00 psf Design Spec UBC -97 installed per Sinpsm specifications and is designed hased on theof llo..ug criteria Responsibilities, INSTALLING AND BRACING METAL PLA'T'E CONNECTED WOOD TRUSSES' - (1.111391) and 1F1113-91 Web 1T12C>: CSI WEB RaXE CSIfar 2-5 th s rtiazJ 2 PLY, ?x 8, dv this ch-aAwiJ. Daa Ratio: L/360 TC: L/480 2048 .42 3-6 -380 .10 2-6 -2003 .42 Paper Association (APPA) is lowed at L111 1911 Street, NW, Ste 800, Washington, DC 20036. sare p-ecne as ci rn a� a'r M4X 1EMMC N (span) L/999 IN MEM 5-6 (LIVE) LF -.04" D= -.08" T-- Joint = Joint Locations 1 • 0- 0- 0 4 0- 0- 0 2 7-11-11 5 7-11-11 3 15- 2-12 6 15- 2-3.2 2 -FLYS 1 RT:Q UI I2r 1) 7-11-1.1 7-3-1 7-117-11-:L 1 15-215-2-12 2 3 1 1.6-4-2 S HIP &&E��SSI�\� c� __j No. 4598 �'� LUV M C -f EXp.12/31/x6 4: 1 art 2.123//` � 1 s- 0-0 ! V <.`/� 15-7-12 4 5 6 7-11-1.1 7-3-a ®�®/�®�� Truswal Systems Plates are 20 ga. unles7sl byla"� 8 ga.) , "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per.Joint Details Report. Scale: 3/32" = 1' Circled plates and false frame plates are positioned as shown above. Shift aable stud 2lates to avoid overlaE with structural 12lates (or staple). YYi1LR IltlG Real all notes on this sheet and give a. copy Of it to the Erecting Contractor TBF: 140.0 WT:171 # WO: JLWAEL This design is for all individa-d building component not Intss system. It Ics been based on specifications provided by Ilse component manufacmrer and dole C k: Customer Name: in accordance with the current versions of TPI old APPA design standards. No responsibility is assumed for dimensional accuincy: Dimensions nre m ho Dagnr: me #LC = 14 da KBIlip � veriited by the component manufacmrer and/or building designer prior to fabrication. The building designer' must ricer -fain that the lu�ds utilized of /his ®V� � design meet or exceed the loading imposed by the local building code and the parlicular application. The design assumes that the top chord is L•uetnlly TC Live 16.00 psf DurFaes L=1.25 P=1.15 braced by the roof or floor sheathing and the bonom chord is Lttet:allw braced by a rigid sheathing material directly anached, unless otherwise noted. Dead 17.00 Rep Mir Bad 1.00 Bracing shown is for lateral support of components members only It) rednCe hncklnlg length. This component shall nor be pLlced in ally environment that TC psf TRUSWAL SYSTEMS will cause the moisture content of the wood to exceed 19%:rad/or cause connector plate corrosion. Fabricate, handle, install and brace this uvss in BC Live .00 psf O.C.Spacing 2- 0- 0 4445 Nortbpuk Dr.. Colo Springs, CO 30907 accordance with the following standards: 'JOINT DETAILS', by Tnrswnl, 'ANSI/TPI 1', 'WTCA t' - Wood Truss Council of America Sian(Lnrd Design 'HANDLING BC Dead 13.00 psf Design Spec UBC -97 Responsibilities, INSTALLING AND BRACING METAL PLA'T'E CONNECTED WOOD TRUSSES' - (1.111391) and 1F1113-91 SUMMARY SHEET' by TPI. The Trss I'Lle. Institute (TPI) is locaied at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Daa Ratio: L/360 TC: L/480 Tp5. 0 Version T6.3.1 Paper Association (APPA) is lowed at L111 1911 Street, NW, Ste 800, Washington, DC 20036. TOTAL 46.00 psf Job Blame: jlwael W999 IN MEM Truss I®: M8 Qty: I ®rear : G003051 UU4-Ut$5 BM X -LOC REACT SITE RFIz'D 1 0- 1-12 2270 3.50" 2.42" TC 2r6 ffiZ #2 location slxaa1. ® (TX01087001-001). 1R-����-�s3 bea it -Ig widths �i besrirg areas axply d i a ��• 2 9-10- 4 2270 3.50" 2.42" BC 2� DFL SS 'ARD See stancL3lxl s AMI/TPI 1995 s s ���4�t RRusirig the EBG FieI43�R NJiE WEB 2rx4 DFL SPPI Ltntber shear alloAabl.es are per ME -97. Platit� spa: : - THIS M3I(N IS TAE WffCtSrIE RER(LT OF LBC -97 Qxie. 2 HT28 PLATE VAUES 13_RR ICBJ RESEURZ4 RL1xelI' #1607. flLTZPLE 10AD CASES. Bldg F}c7osed = Yes tMa am rat designed for Loaded for 10 FSF ncri-ornalrrent BCL. BEARIM REIN-XJII EDIIS shran are (iQLY Truss locatia7 = Eft] Z- lords. -ed F%11nan11t bramM is (by others) to. a1 tlzz tn3ss material at eadl lxal�tsg. iluricalg/Qa�v1 Line = IJc ,Exp Cbtec y = B SFE SugPSW C7ITALOG gr i -e- See HID -91 and RATRr3 RASED G4 (12FII�T LLMEER VAUES. Bldg I.erctth = 90.00 ft, Bldg Width = 40.00 ft FCR AMITIC NAL RZM%LjMCN N7IES PISI/'rPI 1-1995; 10.3.4.5 and 10.3.4.6. El -id verticals designed fcn: acdal loads a11y. Mean root height = 24.18 ft, nph = 80 Tp5. 0 Version T6.3.1 "E1n= AT RIGS J10 (if specified) is to be astensials abc; e or helav the tauss profile u9c star-idard oco.V ncy, Dad Load = 27.0 psf TC FL%XE AXI, EM CSI 1-2 -1916 installed per Sirtpsal fications and is desigtul based the 114 irr3 (if at�y) 1�cicise additia-0l ealsidelatial for hsriz. lc�cls bldg. ----------I).AD CASE #1 IESI(V LOAM ---------------- Dir L.Plf T R.P]f R.Lcc LLvIL .02 .24 .26 2-3 -121 .00 .20 .20 m of criteria for the --- �+;,•g ger 2 FLY, 2Y 8, (Ly otl, rs) al t1,- .Loc TC Veit 66.00 0- 0- 0 66.00 10- 0- 0 .48 Vett 0- 0- 0 388.00 10- 0- 0 13C FCIPLE AXI, EM CSI sate specie as cher{ shcxda on this BC 388.00 .32 4-5 1426 .11 .58 .68 5-6 1399 .10 .58 .68 WhB FCP.CE CSI WEB FCRIE C3I 2-5 2166 .88 3-6 -152 .17 2-6 -1975 1.00 MAX EEFLE TCN (spun) W999 IN MEM 4-5 (LIVE) LF -.03" D= -.05" 'I1-6 -.08" Joint IAratirns - 1 0- 0- 0 4 0- 0- 0 2 5- 3- 2 S 5- 3- 2 3 10- 0- 0 6 10- 0- 0 8-11-7 3-6 I0-7-7 5-3-2 4-t3� 5-3-2 10-0-6 2 3 1�. 3-8 TBF: 36.7 WT: 96 # Chk : Dsgnr: me #LC = 14 TC Live 16.00 psf TC Dead 17.00 psf BC Live .00 psf BC Dead 13.00 psf TOTAL 46.00 psf c�OY ESS/Or Oe P[tM� J 1' t. C 4 982 i rn G1 p.1 3 /^o z /* I O1' 2/2®/2®®3 Scale: 3/16" = 1' WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr End 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 D:fl Ratio: 4/360 TC: L/480 4 5 6 5-3-2 4-8-14 Truswal Systems Plates are 20 ga. unles.3lown by "1�((_jF a.), "H"(16 ga.), or "MX"(TWMX 20 ga.), posi'Mned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift aable stud later to avoid overla with structural later or sta le) WARNING Rend all notes on thus skeet aril give a copy of it to the Erecting Contractor. This design is for an individu:d building component not miss system. It has been based on specifications provided by the component ncumGicturer rid done in accordance with the current versions of TPI and APPA design standards. No respunsibility is assumed for dimensional accuracy. Ditncnsions are to be KBI ®�� verified by the component manufachtrer:uhd/or building designer prior to fabrication. The building designer must ascenauh that the loads utilized um this design meet or exceed die loading imposed by the local building curie :tad the panicular application. The design assumes that the top chord is buerally braced by the roof or (lour sheadlibtg and the bottom chord is laterally braced by a rigid sheathing tnawret directly anachcd, unless otherwise noted. 13tacing shown is for Literal support of components membeis only to reduce buckling length. This component shall not bee placed in any em•ironment that TRUSWAL SYSTEMS will cause the moisture content of the wood tr exceed 19 . and/or cause connector plate corrosion. Fabric:ue, luandle, install and brace this miss in 4445 Northpark Dr., C010 Springs, CO 80907 accordance with Ilia followhtg standards: 'JOINT DrTAll S', by Truswal, 'ANSI1TPI 1', 'WTCL I' - Wood 'T'ntss Council of America Sutudard Design Responsibilities, 'HANDLING INS'T'ALLING AND BRACING NIETAL PLA'T'E CONNECTED WOOD TRUSSES' - (HIB -91) mhd '11113-91 SUMMARY SHEET' by TPI. TheTruss Plate histime (TPI) is located at 583 D'Onufrio Drive, Nladison, Wisconsin 53719. The American Forest and Tp5. 0 Version T6.3.1 Paper Association (APPA) is located at 1111 19th Street, M1t, Ste 800, Washington, DC 20036. TBF: 36.7 WT: 96 # Chk : Dsgnr: me #LC = 14 TC Live 16.00 psf TC Dead 17.00 psf BC Live .00 psf BC Dead 13.00 psf TOTAL 46.00 psf c�OY ESS/Or Oe P[tM� J 1' t. C 4 982 i rn G1 p.1 3 /^o z /* I O1' 2/2®/2®®3 Scale: 3/16" = 1' WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr End 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 D:fl Ratio: 4/360 TC: L/480 Job Mame: 11wael 4 s 6 Truss 1®a M9 QCY: 1 ®rvv e c;vusU.'�, UUlt-v0® EM X -IOC Foci size REQ'D TC 2x6 DIM #2 Web lnacin7. ed at endo locatiQi slr�n. Ibis truss is designed using the Rte• 1 ` 0- 1-12 733 3.50" 1.50" EC 2x4 DFL #1 & Btr. ® See st aril�l dt i.ls (Tz 01087001-001) .LEC -97 2 13- 5- 5 716 3.50" 1.50" WEB 2x4 DFL SIPN)ARD P]atitig spec : ASI/PPI - 1995 B1dJ Fh^losed = Yes Truss Location = Ehd Zcm PLATE VAUM PER ICi O RESPPIKH RE= #1607. lfl-US LYSI(r IS THE QSISPIE RESULT OF llirr"ic t-e/OD�,an Line =Ito Epp Ga te�y = B TC F= AM EM GSI 1-2 -654 Leaded ftr 10 PSF rm-canuzelt BOLL. PLATIN3 BASED ON GREEN LIMBER VAIM. FUUUIPLE MADCr3SE5. BFPRIM RE123IRII`ENTS shawl are Tassel MY B143 LO -QUI = 90.00 ft, Bldg Ffidth = 40.00 ft .00 .34 .34 2-3 -169 .00 .34 .34 Elid verticals designed fcr aDdal loads'crily. Exte isiazs above c belcui the truss profile cri the truss material at eadi bearia-ig. -jr'N:;E2 AT RIGS' EM (if specified) is to be Mean root leig)7t = 25.67 ft, mph = 80 LBC Staimbird 0oa4:.,a1r-y, IBad Lead = 27.0 psf BC FMM AXI, BEND CSI 4-5 484 (if ananyy) rrog Tire adiitia�al c risideiatiai (bar for h�riz. loads the bldg. installed per S.inpsat ' fit�l-iazs ani is dasig1u1 Massed a'1 tan folio Arrg crita:- a Customer Name: .05 .32 .37 5-6 483 .04 .32 .37 others) a7 for the stgpcn.-tin7 'okra 2 FLY, 2x 8, ' Satre specie as d>�sln n on this tm-F&I619- da 1AEB FCRM CSI FM FCIZM CSI verified by the component rnarurfacmrer and/or building designer prior to fabrication. "Phe building designer must aseerL•tbn dot the lands wilized on ibis Dsgnr: me #LC = 2-5 341 .14 3-6 - -214 .19 design meet or exceed the loading imposed by the local building code :and (lie particular application. The design assumes tint the tap chord is haerilly TC Live 16.00 psf DurFaes L=1.25 P=1.15 2-6 -661 .35 braced by the roof or floor sheathing and the bottom chord is laterally braced bt a rieid sheathing material direct]), anached, unless otherwise noted. MAX EEn=CN (slsarl) Bracing shown is for Lateral support of components members only to reduce buckling length. 'Phis component shall not be placed in any environment dial TC Dead 17.00 psf Rep Mbr Bnd 1.15 L4/999 IN NIEP4 5-6 (LXVE) will rause the moisture content of the wood to exceed 19% and/or cause cotmcctor plate corrosion. Fabricate, handle, install :rad brace this toss in BC Live . 00 s f P O. C. S aein 2- 0- 0 P g LF -.03" D= -.071" Z` -.10" accordance with the following standards: 'JOINT DETAILS', by Tnrswnl, 'ANSI/TPI 1', '\ANCA I' - Wood Truss Council of America Standard Design - Joint Ioasticrls - Responsibilities, 'HANDLING INSTALLING AND 131ZACING NICTAL PLATL' CONNECTED WOOD'TRUSSES' - (MIB -91) and 'HIB -91 BC Dead 13.00 psf Design Spec UBC -97 1 0- 0- 0 4 0- 0- 0 SUMMARY SHEET' by'I'Pl. The Truss Plate institute. ('rPi) is located ai 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Daa Ratio: L/360 TC: L/480 2 6-21- 8 5 6-U- 8 Paper Association (AFPA) is located at 1111 191h Street, NW, Ste MD, Washington, DC 20036. TOTAL 46.00 psf 3 13- 7- 1 6 13- 77 1 641-8 6-7-9 6-11-8 13-7-1 1 2 3 r10.00 A Pic E S/CN // v0 1�r�•'�-•7 . Iw�J No C459 m CS- E .12131/ 6 A 7e- syt C / V \\- �s? CFC- \t . 4 s 6 6-1 6-7-9 2/2,®/2®03 Tr-uswal Systems Plates are 20 ga. 6atLl�ss shown 1&,7-1'1811-(18 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.)_, positioned per Joint Details Report. Scale: 1/8" = 1' Circled plates and false frame plates are positioned as shown above.. Shift able stud later to avoid overla .with structural 12lates (or stn le). WARNING Read all notes on this sheet and &1.Ve a Copp Of it to the Erecting Contractor TBF: 48.0 WT: 121 # WO: JLWAEL This design is for an individual building component not truss system. It has been based on specifications provided by the component m:mnfacturer and doneCbk: Customer Name: - - hr accm,lance with the current versions of "ITI and APPA design standards. No responsibility is assumct ed for dimensional ncuacy. Dimensions are to be 14 da CAL verified by the component rnarurfacmrer and/or building designer prior to fabrication. "Phe building designer must aseerL•tbn dot the lands wilized on ibis Dsgnr: me #LC = design meet or exceed the loading imposed by the local building code :and (lie particular application. The design assumes tint the tap chord is haerilly TC Live 16.00 psf DurFaes L=1.25 P=1.15 braced by the roof or floor sheathing and the bottom chord is laterally braced bt a rieid sheathing material direct]), anached, unless otherwise noted. Bracing shown is for Lateral support of components members only to reduce buckling length. 'Phis component shall not be placed in any environment dial TC Dead 17.00 psf Rep Mbr Bnd 1.15 TRUSWAL SYSTEMS will rause the moisture content of the wood to exceed 19% and/or cause cotmcctor plate corrosion. Fabricate, handle, install :rad brace this toss in BC Live . 00 s f P O. C. S aein 2- 0- 0 P g 4445 Northpark Dr.. Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by Tnrswnl, 'ANSI/TPI 1', '\ANCA I' - Wood Truss Council of America Standard Design - Responsibilities, 'HANDLING INSTALLING AND 131ZACING NICTAL PLATL' CONNECTED WOOD'TRUSSES' - (MIB -91) and 'HIB -91 BC Dead 13.00 psf Design Spec UBC -97 SUMMARY SHEET' by'I'Pl. The Truss Plate institute. ('rPi) is located ai 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Daa Ratio: L/360 TC: L/480 Tp5. 0 Version T6.3.1 Paper Association (AFPA) is located at 1111 191h Street, NW, Ste MD, Washington, DC 20036. TOTAL 46.00 psf Job Name: 11wael Truss I®: M 10 Qty: I ®rw : GUUSV51 UU1t-vs 31 EM X -IDC REafT SIZE RE12'D TC 2x6 LFL #2 D)zb lnarilg rr at eadl la�tiaz sYp.n. tired I>w3t� widths aryl bearing areas 1 0- 1-12 641 3.50" 1.50" BC 2x4 DFL #1 & Btr. S� statxlard details (TX01087001-001). ��pp1Y dr�1 truss not sigh t°d in a hanger. 2 ll- 5- 5 612 3.50" 1.50" WEB 2x4 LFL S17HYRD Plating spec • PNSI/TPI - 1995 71v.s is desigusingi using the EM HUIMZ hum• PLATE VALLIS Em ICDA TemARCli REEC%d' #.1607. '1I -]IS =I(3s1 IS TW. OU12 S-TTE RESULT OF LBC- 97 CLriz. 2 SLR26 Loaded for 10 FSF rrn ccirirrerit BCLL. P'1ULTTPLE LOAD CASES. Bldg Enclosed = Yes Hairs are net designed for PLA BASED CN GZEEN LIMEER VALI)ES. EEPI2Il� RE�]IREhFNIs shy n are basedQ4LY Truss Iccatiai = DA Zone hm.-.za'ttal. loads. End verticals designed for axial loads only. ni the truss rratex al at each Ize-irg- I_jn-rican:e/Qxart Lisp = 1,b RJv Category = B SEE SIMPSCN CPDXM ES.tensicns above cr- belaND w the truss profile-HAN3ER AT RIGHT E(if specified) is to be B].dJ Length = 90.00 ft, Bldg Width = 40.00 ft FCR p.MMCML IIZTALiATI(N NXES (if a1�y ) irecFtiare ack]itiatal oa>sid atim uista7led Sin icatims argil is I''Iraa11 root bright = 24.84 ft, nph = 80 (by ctfk�s) fa horiz. loads on the bldg. desigt�d based on the ollo.' g cx ter a Luc Standard Cka err y, L>raci Tmcl = 27.0 psf 7C I= AM END CSI for the szUorting girder: 2 PLY, 2x 8, 1-2 -548 .00 .24 .24 sare specie as dznr7 sln.•rn as this draAarrg- 2-3 -142 .00 .24 .24 - BC FC>RCE AXL END CSI 4-5 406 .04 .22 .26 5-6 405 .04 .22 .26 WEB FCRCE CSI [+EB FCRCE CSI 2-5 - 283 .11 3-6 -182 .12 2-6 -559 .53 MX rtm>:r'rrCN (spars) L/999 IN MEM 5-6 (LIVE) L -.02" D=, -.04" -.OS" 5-7-9 Joint Locatirns 1 0- 0- 0 4 0- 0- 0 2 5-11- 8 5 5-11- 8 3 11- 7- 1 6 11- 7- 1 1 2 3 Flo. 0 2-4 44 10-3-5 1 10-3-5 11.2._11 QPpF ESS/o/, 4-4 f \ rr; :10-7-7 v 15-4 cv 4 No. 459E 2.,5.4 � � m 1.1-74 'OF VAY ; 2®2®/Z®®3 Scale: 1/8" = 1' WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bind 1.15 O. C. Spacing 2- 0- 0 Design Spec UBC -97 Dafl Ratio: L/360 TC: U480 4 5 6 55-11-8 5-7-9 t 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 late- to avoid overla with structural late- (or sta .le) WARNING Real/ all notes on. this sheet and give a Cony of it to the Erecting Conti -actor. TBF: 41.3 WT -104 # This design is for an htdividnal Wilding component not rvss system. It h:ts been based on specifications provided by the component manufacturer and done Chic; int accordance with the current versions of TPI and AFPA desien standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgnr: me #LC = 14 verified by the component mnnnfaentrer and/or building designer prior io fabrication. T'he building designer must ascensin Ihti the lu'tds utilized un This �B ��� design meet or exceed the loading imposed by the lural building code and the p:nticular:tpplicatiun. The design assumes tl a the top chord is Iscet:dlyI TC Live • 16.00 psf MSMI braced by the roof or floor sbeatbi ng and the bottom chord is laterally braced by a rigid shcaihing material directly attached, unless otherwise anted. TC Dead 17.00 Bracing shown is for lateral support of components members only to reduce bucldutg length. This component shall not be placed in any environment tint . psf TRUSWAL SYSTEMS :will cause nbe moisrore content of the snood to exceed 1915 :rad/or cause connector plate corrosion. Fabricate, handle, install :rad brace this Huss inBC Live .00 psf 4445 Nortbpark Dr., colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by Tnis+wal, 'ANSI/TPI I', 'WT'CA F - wood Tntss Council of America Standard Design BC Dead 13.00 Responsibilities, 'HANDLING INSTALLING AND BPACNG MET'ALPLATF"_ CONNECTED WOOD TRUSSES' - (14IO-91) and 1MI13-91 psf SUMMARY SI1EE'f by TH. The Tniss Plate Inslihne Cr1I) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Tp5.0 Version T6.3.1 Paper Assoceuion(AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 46.00 psf 2®2®/Z®®3 Scale: 1/8" = 1' WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bind 1.15 O. C. Spacing 2- 0- 0 Design Spec UBC -97 Dafl Ratio: L/360 TC: U480 fob Name: 11wael 4 5 6 Truss. I®: ,M I 1 Q.ty: 1 ®rvu : `L0UJ 51 uu1*-Ui 0 BM X -LOC REACT SITE RE12'D TC 2116 DFL #2 Plating spac - PNSIt1PI - 1995 Re Nisi bezi it g widths and }va1:ing aromas truss not. st¢q�m'ted in a )��er• 1 0- 1-12 549 3.50" 1.50" BC 2x4 EFL #1 & Btr- THIS i�SICLl IS Tim CCP1FiYiTIE RESCLT OF y�7Y'^I1,n 71>is truss is designed using tl>z 2 9- 5- 5 508 3.50" 1.50" BIS PANMR NXE WEB 21.4 r&L SIP1MD PLATE VP= PER ICBJ RESFARGI REEMT 41607. PL TIPLE ILAD MSES. BE7R= RE1L1J=IEM sham are based CNLY I-'91dng. LBC=97 Coae. Bldg Eiclosed = Yes 2 SLR26 Harriers are int designed 'for Toadsd for 10 PSF rm-ocrtn7errt DCLL. End verticals designed for axial loads ally: a1 the truss material at eac31 PLATIN BASED CN CREEN LLMER WILES. "I-IAI»F2 Truss Location = aid 7cr> iiu�-d.c�>e/C» Line = No Exp Categoy = B h=izantal. loads. SES SIICu 1Q CA7yri FCR AIDTI Gt L IMMU-ATTCN ITJIES Exte'rsians abode or below Linz truss profile (if ry ) additional cxiZsideratial (by otlr3s) far h`=. lc6ds the bldg. AT RIGIr 9%) (if specified) is to be installed per sinpsaisp�.� ficatiav aizl is d-iggriad based al the folio u>g criteria , Bld3 Iai ti = 90.00 ft, Bldg Width = 40.00 ft Mean roo height- = 24.01 ft, rlph = 80 on for the supportiiyj girder:.2 PLY, 2X 81 LBC Standal:d 0cr4nicy, Dead Lc ad = 27.0 psf TC FICKE AXL BM CSI accordance with the following standards:'JOINT DETAILS', by T'ruswal, 'ANSI/TPI 1', 'WTCA U - Wood Tress Council of America Stan6al Design -d sr'rJ.3n on this dl.'&n7ng. Responsibilities, 'HANDLING INS'T'ALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (11110-91) and 'HIB -91 1=2 -442 .00 .16 • .16 SUNIMARY SHEET" by TPI. The Tniss Plate Institute OTI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Tp5. 0 Version T6.3.1 - 2-3 -116 .00 .16 .16 BC FICKE AXL BM CSI 4-5 328 .03 .14 .17 5-6 326 .03 .14 .17 WEB FC FKE CBI WEB FCPZE CSI 2-5 222 .09 3-6 -151 .17 2-6 -457 .29 MAX IFFTFr' C0 (span) L/999 INMEM 5-6 (LIVE) L -.01" D= -.02" T-- -.03" Joint Locations = 1 0- 0- 0 4 ' 0- 0- 0 2 4-11- 8 5 4-11- 8 3 9- 7- 1 . 6 9- 7-.1 8-7-5 I0-7-7 4-11-8 4-7-9 -i 4-11-8 9-7-1 1 2 3 110 _00 6�1 t.. a - SHIP Q�F ESS `tom el \� C 4598 Dj rt' ' lL'.' =v ;�� E_ 12131106 TBF: 34.7 WT: 87 # Chk: Dsgnr: me #LC = 14 TC Live 16.00 psf TC Dead 17.00 psf BC Live .00 psf BC Dead 13.00 psf TOTAL 46.00 psf 2/20/2003 Scale: 5/3211 = 11 WO: JLWAEL Customer Name: da DurFacs L=1-25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Defl Ratio: W360 TC: L/480 4 5 6 44-1� 4-7-9 T11�� r 1 ruswal Systems Plates are 201ga. unless_7shown 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 aable stud Elates to avoid overly with structural plates (or sty le) WARNING Rend all notes on this street and give a cow of it to the Erecting. Contractor. This design is for an individual building component not muss system. It los been based on specifications provided by the component manuCrcau'er and done i n accordance with the current versions or'rPl and AFPA design standards, No responsibility is assumed for dimensional accuracy. Dimensions are to he ® KBI verified by the component mannracturer and/or building designer prior to Crbrication. The building designer must ascerlahu that Ore loads utilized on chis �`� �AL design meet or exceed the loading imposed by the local bt ildh% code and the pau'ticut:n' applicanion. The design assumes that the top chord ist'nerally braced by the roof or floor sheadhing and the bonom chord is laterally braced by a rigid sheathing material directly anached, unless otherwise noted. Bracing shouan is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TRUSWALSYSTEMS will carne the moisture content of the wood to exceed 197, and/or cause connector plate corrosion. Fabricate, handle, instill and brace this innss in 4.145 Northpark Dr., Colo Springs, CO 80907 accordance with the following standards:'JOINT DETAILS', by T'ruswal, 'ANSI/TPI 1', 'WTCA U - Wood Tress Council of America Stan6al Design Responsibilities, 'HANDLING INS'T'ALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (11110-91) and 'HIB -91 SUNIMARY SHEET" by TPI. The Tniss Plate Institute OTI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Tp5. 0 Version T6.3.1 Paper Association (APPA) is located at 1111 19th Sweet, NW, Ste 500, Washington, DC ^_0036. TBF: 34.7 WT: 87 # Chk: Dsgnr: me #LC = 14 TC Live 16.00 psf TC Dead 17.00 psf BC Live .00 psf BC Dead 13.00 psf TOTAL 46.00 psf 2/20/2003 Scale: 5/3211 = 11 WO: JLWAEL Customer Name: da DurFacs L=1-25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Defl Ratio: W360 TC: L/480 Job Name: jlwael Truss I®: M12 Qty: 1 ®rw : C:Ut JU5 I uult-ui s ERG X -IDC RE4Cf SIZE RFQ'D 'IC 2x6 DFL #2 Plating spec : ANSI/TPI - 1995 R bearing widths and beam -g areas 41 truss no zx ted in a 1�anger. 1 0- 1-12 483 3.50" 1.50" BC 2x4 DFL ill & Btr. THIS L&SICN IS THE 0jvT7 sME RESULT o .uxed am�pply the 2 7-11-3.5 432 3.50" 1.50" EM HoN.ER h= WEB 2x4 DFL SIAMARD HATE VA111M PER ICPJ RESEARCH RaUU #1607. P+AMER LCAD CP.SES. BEARIM rdWMEt+llNIS slnxi are based ONLY LDC- trhass is cosigned using LBC -97 Cbcl?. 2 SLR24 led for 10 FSF rrah-convr.�rerrt BaI I. ar the truss waterial at each heararrg. Bldg F1rlosl = Yes a -Liss Locatiah = E rld Zcze HmTjer-s are trot designed for honzuntal loads. ' &-,d verticals designed for a,al lc"- ably. Extemiahs aboie or below the truss profile PLPMr. PASED CN UEEN LLT•'ER VALLIES. NMR AT RICO -II' END (if specified) is to he i trL�carZ/Ckxaah Line = NO B 90.00 ft, Wi 40.00 ft SEE SIPESM CATALOG FCR AIDITICI�IL IIbTALLATTCN (if w�rryy) recgrixe ad3iticnal cznside.atiah bldg. installed per Sirrpsah rficatia-is a-0 is rased ah the of lla,i.rg criteria Bldg Ler�th = .Bjdgg r�r roof )nigiht = z3.4o ft, mph = Eo T7JIES by ctlheers) f� h=. loads ah the (ksigrr-d for the tug gu 2 FLY, 2K 8, LBC Standard Oou patty, Dead road = 27.0 psf TC FCRCE AM HID CSI =tar rare specie as da�ci sln.ai on. this drawing. 1-2 -366 .00 .31 .11 2-3 -97 -00 .11 .11 BC FORM AM RD CSI 4-5 271 .02 .09 .11 5-6 270 .02 .09 .11 WUI FAKE CSI i-0EB FMCE CSI 2-5 178 .07 3-6 -128 .10 2-6 -383 .18 MAX tFGrFMCN (spar,) 14/999 IN PS5-6 MXVS) 1-01" 4-2-13 3-10-]4 4-2-13 = Joint Locatirns = 1 0- 0- 0 4 0- 0- 0 2 4-2-13 5 4- 2-13 1 2 3 3 8- 1-11 6 8- 1-11 F-10 p I ®moi L TRUSWAL SYSTEMS 4445 Nordipark Dr., Colo Sprbtgs, CO 80907 Tp5.0 Version T6.3.1 7-4-13 =0-7-7 7-4-13 8-4-4 SHIP 4 5 6 4-2-1.3� 3-10-14 Tr-uswal Systems Plates a4-9-�b ga. u4q leUs 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 able stud latex to avoid overla with structural Tates (or sta 1e). WARNING Read all notes on this skeet and give a copy of it to the Erecting Contractor. TBF: 31.3 WT: 75 # This design is for nl individwit building component not truss system. It has been based on specificuions provided by the component manufacturer and done in accord:utce. with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accutncy. Dimensions are to be verified by the component manufacturer-,mdlor building designer prior to fabrication. Thebuilding designer must nseenain that the loads utilized on this Dsgnr: me #LC = 14 design meet or exceed the loading imposed by the local building rude :und the pariicular application. The design assumes that the top chord is Lhtemlly TC Live 16.00 psf braced by the roof or floor sheathing and the bonont chord is Laterally brsced by a rigid sheathing material directly nuached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component slvdl not be. placed in any em•iroumcm drat TC Dead 17.00 psf will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, h:mdle, utsuall and brace this muss illBC Live .00 psf accordance with the following sLhndards: 'JOINT DETAILS', by Tmswal, 'ANSWITI t', 'WTCA V - Wood Truss Council of America Srmdv-d Design Responsibilities, 'HANDLING INSTALLING AND IMACING METAL PLA'T'E CONNECTED WOOD TRUSSES' - (HID -9l) and '1118-91 BC Dead 13.00 psf SUMNIARY SHEi, r' by'rpi. The Tniss PLhte lasiitlue (TPI) is located rd 583 D'Onofrio Drive, Madison, Wisconsin 537.19. The Americo Forest and . Paper Assoccition (APPA) is located it 111.1 19111 Sweet, nnv, Ste M), Washington, DC 20036. 1 TOTAL 46.00 psf Q�UF t,5 �i SCC/ � Cry �fr y'7 C-3 I No. C 459. j M u;.-- cCl4 Ex.. . 12/31 2/2®/2®®3 Scale: 3/16" = 1' WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing - 2- 0- 0 Design Spec UBC -97 D.:fl Ratio: 11/360 TC: L/480 Job Name: "Iwael Truss I®t M 13 Qty: 8 DrW : LUUjU.0) Y uu1k-ore 0 ?C 2x6 DFL, #2 Platirrl spec - ANSI/TPI - 1995 This gauss is desig—d using tl->z BC 2x4 DFL #1 & Btr- 'THIS MICU IS THE M11: 917M RESULT OF WC -97 Code. - Joint Locations = GEL BLK 2x4 M SIPSMARD I ATE VA= PER ICBG REMII MUM #1607. NIULTIPlE LMD QkSIS. BEARDn RajjjRENIENIS sham are based CNLY Bl&J E11losed = Yes Tnass Iccaticri = Ek -.d 71ne Flir i�>z/�i Lire = No EV Category = B 1 0- 0- 0 8 ,0- 0- 0 I for 10 .FSF ri n-ootaairient PUL. 1�D71� I:23iwm NIT VERIFY GRE 1hn1S! do the truss material at eadn Ixari g. PfAT'IN3 aa.SED C1,1 C42EIlQ U14IDER VAMES L� - = 90.00 ft, Bldg Width = 40.00 ft 2 3 ' 1- 4- 0 9 2- 8- 0 10 1- 4- 0 2- 8- 0 (4) gable Laacaie Q 58" intervals, -id fare. &-d verticals desigred for axial loads only. E�ensia�s or hela., the truss N�ui xa2 refight = 23.39 ft, mph = 80 me: LBC St,,dard Coatpatry, Dead Load = 27.0 pSf 4 5 4- 0- 0 11 5- 4- 0 12 4- 0- 0 5- 4- 0 if acla-eed to wit load implied to See ,Ga-jeial Cable Details", 0002065035. al�xe profile (if alry) i,e lire ac%iitianal caisid radon 6 6- 8- 0 13 6- 8- 0 (by ctlk-xs) fm he iz. loads on t1i- bldg. 7 8- 0- 0 14 8- 0- 0 TYPICAL PLATE : 2-4 TRUSIVAL SYSTEMS 4445 Northpark Dr., Colo Springs, CO 80907 Tp5.0 Version T6.3.1 7-3-7 I0-7-7 1-41-4_ 0 2-8-0 2-8-0 1-4-1) 4-0-0 6-8-0 1 2 3 4 5 6 7 10 0 7-3-7 ;--pF�ESSl04,9 co a(� to ^. C 459 2 n L.1 d Or\ E p. 12/31/06 S 9 10 11 12 114 1-4-0 2-R� 2-R-0 Truswal Systems Plates are 20 9a-14A1ess 4sl1b4+'n b6 -R''(18" (18 ga.) , OVER CONTINUOUS SUPPORT 13"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift crable stud glates to avoid overla with structural Tates (orsta le). WARNING Read all notes on this sheet and give a cow of it to the Erecting Contractor. TBF: 36.7 WT: 90 # This design is for an individual building component not truss system. ft leas been based on specifications provided by the component manufacturer and doneChk: inaccordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgnr: me #LC = 14 verified by the component manufacturer and/or building designer prior to fabrication. The building designer must asceriaiu that the loads utilved on Iltis design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally TC Live 16.00 psf braced by the roof or fluor sheathing and the bottom chord is laterally braced by a rigid sheatbhng material directly anached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. "Phis component shall not be placed in any environment that TC Dead 17.00 psf will cause the moisture content of the wood to exceed 199 and/or cause connector plate corrosion. Fabricate, handle, install and brace this mus in BC Live .00 psf accordance with lite following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA I' - Wood'I'ntss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECI'ED \VOOD TPUSSES' - (11111-91) and 'HIB -91 BC Dead 13.00 psf SUMMARY SHEET' by TPL The Trims Plate Institute (TP1) is located at 583 D'Onofrio Drive, Madison, 1Viscunsin 53719. The American Forest and " Paper Association (APPA) is located at 1111 191h Street, Mil, Ste 800, Washington, DC 20036. TOTAL 46.00 psf 2/2®/2®®3 Scale: 3/16" = 11 WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep I&r Bnd 1.15 O. C. Spacing 2- 0- 0 Design Spec UBC -97 Defl Ratio: 1/360 TC: U480 Job Name: jlwael 1 29-7-1 . t Truss I®: N Qty: I ®rw : LUU. 1U.) I UU'*-UU i STUB 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 448 1-4-13 2-8-0 2-8-0 2-8-0 , 2-8-0 ,, 2-8-0 , 2-8-0 2-8-0 2-8-0 2-8.0 2-8-0 'IC 2x6 DFL #2 Platm3 spec : ANSI/IPI - 1995 This tjuss is desig<rad using the Circled plates and false frame plates are positioned as shown above. Shift clable stud 2lates to avoid overla with structural glates (or sta l.e). 2x4 DFL #1 & Btr. 9-17 THES EERN IS THE COVRO GME RESWT OF UBC -97 Oo3e. This design is for an individual building component not Huss system. It has been based on specifications provided by the component manufacturer and done : ha accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional acauacy. Dimensions are to be #LC 14 BC 2x4 DFL #1 & Btr. D7ULTIPTE'Lf AD CASES. Bldg acicsad = Yes = Joint Loratiats ME, MK 2x4 DFL SIPNDbRD B1 qMU RI7 De4ENM dn..n are basad ONLY 'I11rss I.D atia] = E2rl Zane 1 0- 0- 0 25 29- 7- 1 T3 ATF VAUES PER ICHO RESS*UT TAT' #1607. al the truss material at ead1 be -rig. 11irricm-p/Cxan Line = No Fxp Cateq y = B Ler 90:00 ft, Bldg Width = 40.00 ft Ler 2 1- 4-13 26 0- 0- 0 Drainage trust be prv✓ided to avoid p=rxiitzg. Loaded for 10 FSF rcia-caxzuz-ait BOIL. Bldg 3 2- 8-13 27 1- 4-13 I3«DM r231GIER nsr v= CABLE imm! PLAM13 BASH CN C32FIIV LINER VAILp5. Mean 1= = 24.48 ft, n'ph = 80 4 4- 0-13 28 2- 8-13 [+] gable laacing ra4nred @ 58" intervals, -HANC12 AT LEFT END (if specified) is to be LEC Standard o aparr-y, Aad Load = 27.0 psf 5 5- 4-13 29 4- 0-13 if egaosed to vend load applied to face. ilvtalled per Sinpscai i ficatia-is aril is 6 6- 8-13 30 5- 4-13 See 'mal cable Details", C002065035.dasignxl based e,1 tl>z of JloAng criteria 7 8- 0-13 31 6- 8-1-4 for the stpxrrt_u 2 PLY, 2x 8, 8 9- 4-13 32 8- 0-11 sante specie as shan cn this drawi.rrJ. 9 9-10- 8 33 9- 4-13 10 10- 8-13 34 10- 8-13 11 12- 0-13 35 12- 0-13 12 13- 4-13 36 13- 4-13 13 14- 8-13 37 14- 8-13 14 16-,0-13 38 16- 0-13 15 17- 4-13 39 17- 4-13 16 18- 8-13 40 18- 8-13 17 19- 7- 1 41 20- 0-13 18 20- 0-13 42 21- 4-13 - 19 21- 4-13 43 22- 8-13 20 21 22- 8-13 24- 0-13 44 45 24- 0-13 25- 4-13 1-4-13 2-8-0 2-8.0 -8-0 I-2 --1--�=�- -&-8-0 ,2-5.0 ,30 2 �,2-3-0 2-8-0 2-8.0 ,-3-0 =I --i 22 _ 25- 4-13 46 26- 8-13 1-4.13 4-0-13 6.8-13 9-4-13 12-0-13 14-8-13 17-4-13 240.13 22.8-/3 25-4-13 28-0-13 23 26- 8-13 47 28- 0-13 2_10-8 9-5-9 24 28- 0-13 48 29- 7- 1 r r 111-0-(1 1 2 3 4 5 6 7 89 10 11 12 13 14 15 16 1778 19 20 21 22 r, 225 1� -1 5-S TYPICAL PLATE : 1.5-4 KB' N® CAL TRUSWAL SYSTEMS 44.45 Northpark Dr., Colo Springs, CO 80907 Tp5.0 Version T6.3.1 O, 1 29-7-1 . t STUB 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 448 1-4-13 2-8-0 2-8-0 2-8-0 , 2-8-0 ,, 2-8-0 , 2-8-0 2-8-0 2-8-0 2-8.0 2-8-0 �, Truswall4-)Syst-&W P16 -t4 -ti -lb a19A-1.20 28-0-13 OVER CONTINUOUS SUPPORT "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 clable stud 2lates to avoid overla with structural glates (or sta l.e). WARNING Read all notes on this skeet and give a copy of it to the Erecting ContractorFEagnx: : 150.0 WT:368 # This design is for an individual building component not Huss system. It has been based on specifications provided by the component manufacturer and done : ha accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional acauacy. Dimensions are to be #LC 14 verifiedbyt]tecomponentmanufacturerand/orbuildingdesignerprioriofabrication. The building designer mastascertain that the ]Dards ulilized onibisdesign me = meet or exceed the loading imposed by dm local buildingcode and the particular:Ipplicitiun. The design assumes that the lop chola is laterallyC Live 16.00 psf braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly auaclred, unless otherwise noted. Bracing shorten is for Lateral support of components members only to reduce buckling length. '['his component shall not be placed in any emwiroumem that TC Dead 17.00 pef will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle,, install and brace this puss in.BC Live .00 psf accordance with the following standards: 'JOINT DETAILS', by Tiliswal, 'ANSI/TPI 1', '\VTCA E' - Wood Truss Council of America Sbmdard Desgn Responsibilities, 'HANDLING INS'T'ALLING AND BRAUNG ME'T'AL PLATE CONNrCrl'-D WOOD TRUSSES' - (-UO-91) and 1-118-9.1 V EC Dead 13.00 psf SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 533 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (APPA) is located at 1111 191h Street, MV, Ste 900, Washington, DC 20036. TOTAL 46.00 psf Q�,OFF�S!p C') 1 of- o.C=59.2 1�, CA xp- 12/306 Jas OF Cr,LIcO� 2/2®/2003 Scale: 5/32" = 1' WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr End 1.15 O.C.Spacing. 2- 0- 0 Design Spec UBC -97 Dae Ratio: L/360 'IC: L/480 Job Name: jlwael Truss l®: N 1 Qty: I ®rw : LUU.51U151 UU *-v00 ErG X -LOC RFACP SIZE M2'D 'IC 2x6 EFL #2 [fib ]aracitrg i at eadi loatia-n sI-lom-1. This truss is designed using the 1 2- 3- 4 1268 3.50 1.50" 2x4 DFL #1 & Btr. 3-5 See atatxlarzl--^ils (TX01087001-001). 1 'c-97 CC&• 2 29- 6-13 1423 3.50" 1.52" BC 2x:4 DFL #1 & Btr. Plating spec : AtZI/TPI - 1995 51dg &-icicved = Yes WEB 2x:4 DPL SU*MARD THIS E SICN IS r1EE G3TCSTIE REQ LT OF lhiss Location = Ehd Zane TC FCRCE AXL EM CSI PLATE VALI;ES PER ICB0 RE FARC11 REPW #1607. MCMPLE IDAD CSS. Finrr:ic rte/Ocean Line = No , OT Category = B 1-2 -1001 .00 .11. .11 Lcaaad fcr 10 PSF nxt-oaxurrent BOLL. BFARIM RD,=7 20RS sirs n are based CNLY Bldg L,aa tlI = 90.00 ft, Bldg Width = 4 0. 00 ft 2-3 -1188 .01 .12 .12 rairoge must be piwided to avoid perybM. a7 the truss nratetJal at each baring. Dunt roof haig}tt = 24.48 ft, nph = 80 3-4 -1004 .01 .21 .22 Fhd verticals desigreri fc>r axial loads a-ily. PLATII9; BASED CN G1E2q 11TE 2 VAu>ES. Ll3C Stanal-1 0--04Dan-y, Dead Load = 27.0 psf 4-5 -1004 .01 .21 .22 Extemiazs above or below the truss profile -HAN = 2 AT LEFT EMD (if sp�ifie3) is to be 5-6 -1341 .00 .13 .14 (if al�y )rhe additional eazsideratirn installed per Smq:)sm ����ficaticns and is 6-7 -1636 01 .20 .21 (by otl et s) fer horiz. loads ai t1 -- bldg. desigtrad based az the follo dog criteria for the BC FCPCE AXL EM CSI same ire as d- sham ai this draw 8-9 400 .00 .09 .09 9-10 766 .08 .15 .24 10-11 825 .09 .16 .25 11-12 929 .10 .16 .26 12-13 929 .10 .15 .26 13-14 1164 .13 .15 .28 14-15 1166 .15 .17 .33 WM FCFKE CSI WB FCRCE CSI 1-8 -1239 .16 4-11 -334 .18 1-9 922 .37 5-11 192 .25 3-0-7 4-10-1 4-1.115 4-10-5 4-10-1 5-1-15 2-9 -950 .LS 5-13 396 .16 I -� 2-10 173 .11 6-13 -407 .29 3-0-7 7-10-8 .12-8-13 17-7-1 22-5-2 27-7-1 3-10 212 .07 6-14 173 -07 7-10-8 9 -ti -9 111 -11 -II 3-11 374 .15 MX FX4CN (span) - t1 2 '3 4 t5 6 7 TFY' 1� - 02 M ] 1-12 (LS1-- 1 -00 0 -_1 - 10 0�0 = Joint rocat-;a-B = 8-1.0 1.5-4 8-10 1 0-0-0 9 3-0-7 2 3- 0- 7 10 7-10- 8 3 7-10- 8 11 12- 8-13 4 12- 8-13 12 16-10- 8 5 17- 7- 1 13 17- 7- 1 6 22- 5- 2 14 22- 5- 2 4-4 4-4 7 27- 7- 1 15 27- 7- 1 8 0- 0- 0 8-11-7 10-3-13 'IF ESS/0/r 3-6 SHIP LQ Vii' 9 2-4-11 q_q GO l IO -7-7 I -Q 3-4 2.5-4 3-7 S=3-4 1.5-4 w _1 P.D C 45' n 2-3 2.5-4 +; E 12/31/ 6 �3 K L/VPUN �� �\LP TFt-" CL'ko, 27-7-1 - - 2-1-8 S17UB 8 9 10 11 121.3 14 15 3-0-7� 4-10-1 t 4-1-5 4-1.0-5 440-11 5-1-15 ®�®®�®®� Truswal Sys:& -&93 Plates7a409820 ga. 124-d3s show;b7-HE l "18" (10sCU2) , 27-7-1 "H"(16 ga.), or "PIX"(TWMX 20 ga.), positioned per Joint Details Report. Scale: 5/32" = 1' Circled plates and false frame plates are positioned as shown above. - Shift Gable stud elates to avoid overlau with structural elates (or staple). WARNING Read all notes on this sheet and give a copy Qf it to the Erecting Contractor. TBF: 108.0 WT:264 # This design is for an individual building component not tntss system. It has been based on specifications provided by the component manufacmrer and June Chic: in accordance with the current versions of TPI and A17PA design staudirds. No responsibility is assumed for dinnensionni accuracy. Dimensions are to be 1 NORMAL verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the buds utilized on this Dsgnr: me #LC = 14 design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is Luerally TC Live 16.00 psf braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing tnatcrial directly attached, unless othenyise noted. Bracing shown is for lareril support of components members only to reduce buckling length. This component sludl not be pLaced in any environmut[ [lint I TC Dead 17.00 psf TRUSWAL SYSTEMS will cause the moisture content of the wood to exceed 19;b stud/or rause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .00 psf 4445 Northpark Dr., Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA F' - Wood Tntss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLA'T'E CONNECTED WOOD TIZLISSES' - (11113-9p and 1H10-91 BC Dead 13.00 psf SUMMARY SHEET' by TPI. The'Ilnss PLv1e Institute ('rpt is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Foresi and Tp5. 0 Version T6.3.1 Paper AssocLdion (AFPA) is located al I tI 119th Street, M1', Ste 800, Washineton, DC' 0036. TOTAL 46.00 psf WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep I&r Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Defl Ratio: 1/360 TC: L/480 Job Name: jlwael Truss I®: N2 Qty: 1 ®rw : G®UJU-51 UU't-U0y EM X - T OC REACP SIZE RD2'D IL 2x6 EFL #2 i+>=b bLacinri , . at each locatiah sho n. This truss is designed using the 1 4- 3- 4 1176 3.50" 1.50" 2x4 DFL #1 & Btr. 3-5 ® S� slalzLa�3 c t its (IX01087001-001). LEC -97 OxIe- 2 29- 6-13 1331 3.50" 1.50" BC 2X4 DFL #1 & Btr. Plating spec : PIZI/'I'PI - 1995 Bl&j Elrlcsed = Yes WE2 2x4 In SI*UARD THIS D231 Q IS TFIE t3 ECSI IE RESf.ILT OF 4iuss Lo atia•1 = Bid Zone 712 Ftp AXL 110 CSI HATE vAums PER Icso RESEy1Rm RECmr #1607. PI LTIPLE ILIAD CAS23. iL nzical> /Q ea17 Line = No Exp Cateq-y = B 1-2 -265 .00 .10 .10 L^N o fcr 10 FW rah-ccrxxtrrerrt BCI7 - BPPRDn RB X)II FJ'4ENrS sl -,Mn are based CNLY Bldg Lerpt a = 90. o0 ft, Bldg Width = 40.00 ft trust 2-3 -897 .00 .14 .15 Dtainuge be provided to avoid paxliif. ah the truss material at each bearing. Me<ah roof height = 24.48 ft, nph = 80 3-4 -847 .01 .21 .21 End verticals deslgoed far axial loads only. EL= BASED CN c32 UDMZ vALL . UK Standard Ova�, Dead Iced = 27.0 psf 4-5 -847 .01 .21 .21 E:taasiahs above of below the truss profile I -Y ; AT I= END (if specified) is to be 5-6 -UO3 .00 .14 .14 (if al�y ) . additional �ideratiaa installed per Sinpsahs� �fhcatiais and is 6-7 -1502 .01 .18 .19 (by otl7e�,•s) for haiz. loads on the bldg. c1---igTk-:d basad cn the folla✓irig criteria forBC I = AXL EM CSI san-e the q�o. 9 g shom 2 PLY, 2x 8, card slneh at this cha 8-9 -359 .04 .01 .05 9-10 490 .03 .10 .13 10-11 620 .08 .10 .18 U-12 823 .11 .08 .19 12-13 823 .11 .09 .19 13-14 1064 .14 .09 .23 14-15 1065 .14 .16 .30 Wry FCRCE CSI W® FCRCE CSI 1-8 -1161 .28 4-11 -332 .18 1-9 1024 .42 5-11 -188 .33 1-0-7 --5-55 4-10-1 5-1.-15 2-9 -943 .31 5-]3 389 .14 4-10-1 44105 44-10t 2-10 510 .21 6-13 -412 .29 1-0-7 5-10-8 10-8-1.3 15-7-1 20-5-2 25-7-1 3-10 -218 .11 6-14 107 .04 3-11 474 .19 5-10-8 9-5-9 10-0-11 ] 2 3 4 t5 6 7' MAX EEF=CN (span) L/999 IN MEM U-12 (=)1 _1 00 IF -.02" D= -.04' T= -.06" = Joint Incatirns R-10 1.5-4 1-111 1 0- 0- 0 9 1- 0- 7 2 1- 0- 7 10 5-10- 8 3 5-10- 8 11 10- 8-33 4 10- 8-13 12 14-10- 8 5 15- 7- 1 13 15- 7- 1 6 20- 5- 2 14 20- 5- 2 4-4 4-4 7 25- 7- 1 u zs- 7- 1 �p r E S 86 8 0- o- o 8-11-7 3-6 1.0-3-13 Q r c �?,� SNIP /Xp. 4.4IO-7-7 :Dl C 45_ 25-4 3-7 S=3-4 1..5-4 I ^ D12.44 2.5.4,�,�5 1. 75-7-1 4-1-8 STUB R 9 10 11. 1213 14 15 1-0-?_, 44-101 4-10-5� 4-10-54-1111 5-1-15 Truswal SIy017ems PlatMNWe 20 g40-8if ess sIAS 4rlby "18"2aS-2Ja. ) , 25-7-1 H"(16 ga.), or "MX"(T14MX 20 9a.), 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). WAl"ING head all notes on this sheet and -ive a copy of it to the Erecting Contractor. TBF: 106• This design is for an individual building component not Puss system. 11, has been based on specifications provided by the component manufacturer and done Chk: h1 accord ince with the current versions of'rPl and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are m be KB' ® ��� verified by the component marmfacnrrer and/or build'urg designer prior ro fabrication. The building designer must ascertain that the loads utilized on this Dsgnr: me design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is .Luemlly TC Live braced by the roof or flour sheathing and the bottom chord is laterally braced by a rigid she:uhing material directly amached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Dead TRUSWAL SYSTEMS will cause the moisture content of the wood to exceed 19% and/tar cause connector plate corrosion. Fabricate, handle, unstall and brace this miss in BC Live 4445 Northpark Dr., Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by Truswrd, 'ANSI1TPI 1', 'Xk/TCA V- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING MrTAL 111 -ATE CONNECTED WOOD TRUSSrS' - (HIB -91) and 'HIB -91 BC Dead SUMMARY SHEET' by'Tl. The Truss Plate Institute ('1111) is locoed at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Tp5. 0 Version T6.3.1 Paper Association (APPA) is located at 1111 19th Street, MV, Ste 800, Washington, DC 20()36. TOTAL c l V/ 2®2®e2®®3 Scale: 5/32" = 1' 0 WT:257 # WO: JLWAEL Cust®ter Name: #LC = 14 da 16.00 psf DurFacs L=1.25 P=1.15 17.00 pef Rep Mbr End 1.15 .00 psf O.C.Spacing 2- 0- 0 13.00 psf Design Spec UBC -97 46.00 psf Deffl. Ratio: W360 TC: L/480 fob Name: jlwael CSI WFB F1'%tCE Truss I®: M3 -- Qty: I ®rw : LUUJu-0), uu'rr-%)7u EM X -LOC REPCI SIS R92'D IC 2x6 14Z #2 W b bracilzJ -& at eadi lecatiai sha wl. ® d is (TX01087001-001). ` -as truss is desigrxzd using d - LEC -97 Code. 1 2 6- 3- 4 29- 6-13 1084 3.50" 1.50" 1239 3.50" 1.50" 2x4 DFL #1 & Btr. 2-4 BC 2x4 DFL #1 & Btr. See stan3ani Platirg spec : PlBI/TPI - 1995 Bldg E%rlosed = Yes .18 MX LEFLa>=ITCN (sparr) Wl� 2x4 DFL SI7a1E1ARD Ti -LIS L[SIt3`I IS UE CUTCSME RE= OF Truss Locatia-t = aid Tat Hi ricare/ocean Lilt = NoE>`p Cathy = B 'IC 1-2 FMC£ -580 AX[, BM CSI PLATE VALIS PER IC130 R� RERTZT #1607. Loaded for 10 PSF rr n-cia- lm-e3nt B3i,. h&MPLE Lao MMS. BEy1RIFi; Rli]LI ANIS than are hZa CD1Y Bl.dg Ta� = 90.00 ft, Bldg Wid0i = 40.00 ft ft, = 80 2-3 -692 .00 .00 .11 .11 .21 .21 Drainage trust be proAdal to avoid paAh-{. -A fcr loads on the truss material at each b ararg. PLATIM BASED CN GREEN LUEER VANES. Mean roof height = 24.48 nph LBC standard coo -parry, Dead Load = 27.0 psf 3-4 4-5 -692 -1066 .00 .21 .21 Er verticals designed a:aal a'll.y. D±Rnsicns above or belcw tlt truss profile r AT LEFT EPID (if sp ified) is to be 5-6 -1368 .00 .01 .14 .14 .16 .17 (if ananyy) require additional ccnsideratiQl (by ctltrs) fou horiz. loads rn the bldg. installed per Sinpscmificatirns atxl is designed based on the olloAarig cr t_ea.-ia BC F� AXE, RM CST for the suppo'tirg 2 FLY, 2,c 8, 7-8 -317 .03 .04 .08 sang spzcie as dZra shad on this draN . 8-9 425 .05 .09 .14 9-10 716 .09 .09 .18 10-11 716 .09 .08 .18 11-12 964 .13 .08 .21 12-13 965 .13 .14 .27 WEB FCRCE CSI WFB F1'%tCE CSI 1-7 -1048 .51 4-9 -227 .16 1-8 710 .29 4-11 391 .15 2-8 -472 .23 5-11 -418 .29 2-9 584 -24 5-12 110 .04 3-9 -334 .18 MX LEFLa>=ITCN (sparr) 14/999 IN ME14 9-10 (LIVE) I. -.02" D -.04" T`= -.06" - Joint ICxaticm 1 0- 0- 0 8 3-10- 8 2 3-10- 8 9 8- 8-13 3 8- 8-13 10 12-10- 8 4 13- 7- 1 31 13- 7- 1 5 18- 5- 2 12 18- 5- 2 6 23- 7- 1 13 23- 7- 1 7 0- 0- 0 3-6 2 3-103-10 8 44-10-55 440-5 4404 5-1-15 3-10-8 8-8-13 13-7-1 18-5-2 23-7-1 �3-10.8 9-8-9 10-0-0 1 2 3 4 5 6 Fl -o.00 --10.001 F-=1 23-7-1. 6-1-3 t STUB 7 8 9 ] 011 12 13 3-1(1-8 4-105 4-:1.05 4-10-1 _ 5-1-1_5 Truswal Systems P13at" are 2084LaL3 unless:rdliblbn by "1V-'5-28 ga.) , 23-7-1 H"(16 ga.), or "MX"(TIOIX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift sable stud Dlates to avoid overlap with structural plates (or staple)_._ WARNING Rend all dotes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individueil building component not innss system. It has been based on specifications provided by the component mamdacmrer and donne in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be KB' ®RCAL verified by the component mmwfacturer and/or building designer prior to fabrication. The building designer must asceAain flat the loads utilized on this design meet or exceed the loading imposed by the local building code and die panicniar application. The, design assumes tat the top chord is Laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component slall not be placed in any environment that TRUSWAL SYSTEMS will cause the moisture content of the wood to exceed 1'l % and/or cause connector plate corrosion. Fabricate, handle, install and brace this nvss in TRU %VAL SY Dr., Colo Springs, CO 80907 accordance with the followhtg standards: 101NT DETAILS', by Tnistsal, 'AMS T, • W'I'GS 1' - Wood Tniss CootaciI of America Sluulard Design Responsibilities, 'HANDLING INS'T'ALLING AND BRACING MEIAl- PLATF. CONNFCTFD WOOD TRUSSES' - (1.118-91) and 'H113-91 SUMMARY SHEET' by'fPl. The Tniss Plate Instimk (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The Ancrican Forest vtd Tp5. 0 Version T6.3.1 Paper Association (APPA) is located at 1.111 19th Street, NW, Ste 800, 1Vashingio n, DC 20036. TBF: 96.0 Chk: Dsgnr: me #LC = 14 TC Live 16.00 psf TC Dead 17.00 psf BC Live .00 psf BC Dead 13.00 psf WT:235 # Qp of ESS/O4, No. 45913 t t ci:' cap. 2,13 111 " CAU 1 f TOTAL 46.00 psf 2/2®/2®®3 Scale: 5/32" = 1' WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Dafl Ratio: L/360 TC: L/480 Job -Name: arae: •IWae' Truss ID: 4 Qty: 9 ®rw0 600305 1 004- 7/ 1 Em X-If.0 RgarT SIZE REf,I'D 1 8- 3- 4 992 3.50" 1.50" TC 2,6 DFL #2 Welk Lot ing 1 �7u1ii�1�1 at each location slon. (7:X0108 7 0 01-0 01) '.Iliis truss is designed using tl- LBC -97 Clo3e. 2 29- 6-13 1147 3.50" 1.50" 2,c4 IPL #1 & Btr. 2-4 BC 2x4 DFL #1 & Btr. � stan�an3-dlatai-ls . Plat spec : ANSI/TPI - 1995 Bldg E]---losed = Yes STUB 8 9 1011 12 13 1IEB 2x4 DFL SBVN THIS EESIM IS THE C ffCSrIE REELLT OF TLuss Lozatial = E1-3 Zcm TC FMM AX1, EM CSI PLATE VALE -W FER ICED RESDRG1 RET>:YII' #1607. nXITIPLE LOAD CASES. I-111ricarie/Oo h Line = No Ekp Cat«FnY = B ft 1-2 -256 .00 .03 .03 Loam four 10 FSF non -corm Trent Eat. BEARIPI; REI2 REIt'MS sho n are h;lsad CNLY Bldg La-,qth = 90.00 ft, Bldg Width = 40.00 2-3 -537 .00 .22 .22 Drail-aqe nest be prcvided to avoid pa-ObTf. ah tha truss naterial at each Learing. Nlaan roof height = 24.48 ft, mph = 80 27.0 3-4 -537 .00 .22 .22 aid verticals dlesigied far aldal lcads rnly. FLA= B :SED CN GZEM llNEEt NAILED. Llr_ StalTj d 0=4:,a'ry, Dad toad = psf 4-5 -928 .00 .14 .14 EKtensia'Is above or below the truss profile -fPNMR AT LEFT END (if specified) is to he 5-6 -1235 .01 .14 .15 (if aw1y) rechrire additiaal misideiatiel installed par S.inpsal ssp�:��ficatims aixl is This design is for an individual building componem not truss system. It Inc been based on specifications provided by the component m inufachtrer and doneCak: Ox others) for horiz. loads on the bldg. &3iq ed based on tl>z fnllavil GJ criteria BC FC RCE AXL RM CSI Ds #LC 14 for the suppmti.Irl Tial: : 2 FLY, 2x 8, K i 7-8 274 .03 .03 .06 g� me saTe spare as shorn on this ora dxxj. 0®�AL 8-9 322 .03 .10 .12 TC Live 16.00 psf L=1.25 P=1.15 Ummm 9-10 609 .08 .10 .18 10-U 609 .08 .08 .16 TC Dead 17.00 psf Rep Mbr Bnd 1.15 TRUSWAL SYSTEMS - 11-12 864 .11 .08 .19 Live .00 psf O.C. Spacing 2- 0- 0 4445 NorWpark Dr., Colo Springs, CO 80907 12-13 865 .11 .13 .24 VIEB FCIicr, CSI WEB FURCE CSI BC Dead 13.00 psf Design Spec UBC -97 1-7 -983 .83 4-9 -262 .18 FL -R Ratio: L/360 TC: W480 Tp5.0 Version T6.3.1 1-8 789 .32 4-11 393 .15 TOTAL 46.00 psf 2-8 -680 .33 5-11 -423 .30 3-9 -340 .18 5-32 1]3 .OS 1-10-8 1 4-10-55 4-1� 4-10-1 5-1-15 1-10-8 6-8-13 1.1-7-1 16-5-2 21-7-1 MAX DRF=CN L/999 IN MEM 9-10 (LIVE)1-1�0-3i 9-8-9 t 1010 IF -.02" D= -.04" T -.0s' 1 2 3 4 5 6' -= Joint LocatiahB -1� 1 0- 0- 0 8 1-10- e 10. � 2 1-10- 8 9 6- 8-13 3 6- 8-13 10 10-10- 8 $-10 1.5-4 ti -10 4 V1-7-1 1.1 U-7-1 S 16- 5- 2 12 16- 5- 2 4-4 6 21- 7- 1 13 21- 7- 1 7 0-0-0 8-11-7 7-4-11 4-4 1.OS31TP o�0, cS zj() . 4-4 TO -7-7 r� i 3-4 3-7 2-3 S= 2.5-4 1..5-4VIA g_ „ v P Cs, d 45 m at w, m G=1 E: p. 12/31 MG k\ s t � 21-7-1 8-i.-8 --- STUB 8 9 1011 12 13 1.-10-8 44-10-55 4-105 4 -lam 5-1-1.5 T®�®®�®�� ruswal Systernsl�$es are (138-1qa. unleyb74hown by'164--B2 (18 ga.)21-7-1 H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Scale: 5/32" = 1' Circled plates and false frame plates are positioned as shown above. Shift gable stud laces to avoid overlag with structural 2lates (or sta l.e). YYt9 R ING Rend all notes on this sheet and rive a. eo17V of it to the Erectring Contractor. TBF: 93.3 WT:230 # WO: JLWAEL This design is for an individual building componem not truss system. It Inc been based on specifications provided by the component m inufachtrer and doneCak: Customer Name: in accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensionnt ecemncy. Dimensions arc to be Ds #LC 14 da K i verified by the component manufacturer and/or building designer prim' to fabrication. The building designer must ascetlain that the loads utilized on chic g� me 0®�AL design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the cop chord is laterally laterally TC Live 16.00 psf L=1.25 P=1.15 Ummm braced by the roof or floor sheathing and due bottom chord is Laterally braced by a rigid sheathing material directly anached, unless otherwise noted. Gracing shown is for Lateral support of components members only to reduca buckling length. This cumponcm shall not be placed In any environment that TC Dead 17.00 psf Rep Mbr Bnd 1.15 TRUSWAL SYSTEMS - will cause the moisture content of the wood to exceed 1955 mudlor cause corrector plate corrosion. Fabrimie, handle, install and brace this toss inBC Live .00 psf O.C. Spacing 2- 0- 0 4445 NorWpark Dr., Colo Springs, CO 80907 accordance with the following sL'uuLards: 'JOINT DETAILS', by Truswal, 'ANSl11'PI 1', VTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING MISTAL PLATE CONNECTED WOOD TRUSSES' - (IIIB-91) and 1MI0-91 BC Dead 13.00 psf Design Spec UBC -97 SUMMARY SMHL"T' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American forest anti FL -R Ratio: L/360 TC: W480 Tp5.0 Version T6.3.1 Paper Association (APPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 46.00 psf job Name: ilwae6 - 7-8 (LIVE) Truss C®: N5 Qty: I ®rw : 0003051004-OYZ hM 1 X -IOC 10- 3- 4 Mv-T SIZE m2!D 900 3.50" 1.50" TC 2%6 rl<L #2 2x4 DFL ##1 Btr. 1-3 Wab Isacilr� ed at eadl 'iocatial sl aei. ® S� (TY01087001-001) 'Iles truss is designed usirs3 the IAC -97 Oxy. 2 29- 6-13 1055 3-50" 1.50" & BC 2x4 DFL #{1 & Btr. standaa.Yit3ils . Plating spec : PIBI/'I'PI - 1995 Bldg }-dosed = Yes al Systems Plates aa4e!3-13 ga. urf&Ms shown 1+5138" 3,9 (18 g-[171 Wm 20 DFL S71*1AM THIS L1SICN IS THE CGUICSPIE RESULT OF TSuss Icratial = End Zane TC FORCE AXL IID CSI RAGE VAU.ES PER ICBG FESEARCH REFI' #1607. h1ULTFPLE LOAD GPSES. F€nzjcatlz/0oean Lule = No E qp CategKiy = B 1-2 -382 .00 .24 .24 T-ap 1 for 10 PSF rrri-writ uzierlt BUT. BEARRu RIQURDIN slaah are based CNLY Bldg lerdtll = 90.00 ft, Bldg Width = 40.00 ft 2-3 3-4 -382 .00 .24 .24 Drainage must be provided to avoid perxlil m the truss naterial at each beating. hleal tot height = 24.48 ft, nph = 80 Load 27.0 4-5 -791 -1101 .00 .00 .15 .15 .15 .15 h]ri Verticals designed for a�dal loads ally. EJd a>sials above or helot tl-o [Hass profile PLATTL3 BASED CN CR)EN LLMBFR VAU ES. �iS�2 AT I T END (if specified) is to be LEE standard coapx-nxy, Dead = psf BC FIS AML END CSI teguue additional crrisi eratiai (if Mrs far (by installed per Sinpsoi ieatirns and is TC Dead 17.00 psf Rep Mbr Bird 1.15 . TRUSWAL SYSTEMS 4445 Northpark Dr., Colo Springs, CO 80907 will cause the moisture content of the wood to exceed 197 and/or cause connector likut: corrosion. Fabricate, handle, uutall and brace this trussun accordance with the following standards: 'JOINT DETAILS', by Tnlsin7l, 'ANSI/TPI I', '\PTCA I' - Wood ,rruss Council of America Standard Design BC Live .00 psf ctl'ers) Jxn-iz. lcads on tl-e blcll. designed heed al the olla rl criteria Responsibilities, 'HANDLING INSTALLING AND BP ACING METAL PLATE CONNECTED WOOD TRUSSES' - (61111-91) and '11113-91 6-7 233 .00 .09 .09 forthe supoortilrg girder: 2 PLY, 2x 8, 7-8 5012 .07 .09 .15 Bane SlJrxle aS dl']LTl 61 D+�31 Q7 [1116 d1.aN71YJ. 8-9 764. .10 .08 .18 9-10 765 .10 .11 .21 WEB FUZM CSI MB FCRCE CSI 1-6 -848 .45 3-8 397 .15 1-7 815 .33 4-8 -427 .30 2-7 -360 .19 4-9 115 .05 3-7 -295 .20 MAX DEFLE CN (sparl) . W999 IN MEM 7-8 (LIVE) 1F -.02" Ik -.03" T6 -.()4-1 Joint locations = 1 0- 0- 0 6 0- 0-, 0 2 4- 8-13 7 4- 8-13 3 9- 7- 1 8 9- 7- 1 4 14- 5- 2 9 14- 5- 2 5 19- 7- 1 10 19- 7- 1 4-8-13 a-to-s4a.(_)-1 s -1-7s 4-8-13 9-7-1 14-5-2 19-7-1. 9-7-1 11)-04) 1 2 �3 4 5 10.00 10-3-13 SLAPRo !ESSb4 ''-9i I0-7-7�' C3 C 45 :30 r w n CC p. 12/31/05 1h 4- C 1{2 19-7-1 �<- STUB 6 7 8 9 10 4-8-13 4-1_ 05 4-10-1 t 5-1-� �rusw/�®,�®®� al Systems Plates aa4e!3-13 ga. urf&Ms shown 1+5138" 3,9 (18 g-[171 H"(1.6 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Scale: 5/32" = 1' Circled plates and false frame plates are positioned as shown above. Shift qable stud plates to avoid overla with structural glates (or stn le). 4T A-"ING Read all notes on thissheet and give 11 Copy Of It t0 the %CBCtII'te Co11IlYICtol. TBF: 77.3 WT:192 # WO: JLWAEL This design is for ani individual building component 1101 truss sysiem. R has been based on specifications provided by the component manufacturer aid done [ hk; Customer Name: in accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be 1$C ���� ®® verified by the component manufacturer and/or building desiener prior to fabrication. 'fhe build ng designer must ascertain that the lands wilized un this Da me #LC = 14 4nr da design meet or exceed the loading imposed by the local bnilt uig code and the pathicular application. The design assumes dant the top chord is Laterally TC Live 16.00 paf DurFacs L=1.25 P=1.15 braced by die roof or floor sheathing and the bottom chord is laterally braced by of rigid sheathing mwerial dlreclly attached, unless Odnerwise noted. Bracing shown is for (veral support of components members only to reduce buckling length. This component shall not be placed in any environment than TC Dead 17.00 psf Rep Mbr Bird 1.15 . TRUSWAL SYSTEMS 4445 Northpark Dr., Colo Springs, CO 80907 will cause the moisture content of the wood to exceed 197 and/or cause connector likut: corrosion. Fabricate, handle, uutall and brace this trussun accordance with the following standards: 'JOINT DETAILS', by Tnlsin7l, 'ANSI/TPI I', '\PTCA I' - Wood ,rruss Council of America Standard Design BC Live .00 psf O.C. Spacing 2- 0- 0 Responsibilities, 'HANDLING INSTALLING AND BP ACING METAL PLATE CONNECTED WOOD TRUSSES' - (61111-91) and '11113-91 BC Dead 13.00 psf Design Spec UBC -97 Tp5. 0 Version T6-.3.1 SUMMARY SHEET' by TPI. The TRiss Plate Iustitme (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and DaL Ratio: L/360 TC: 14/480 Paper Assockition (AFPA) is located at 1111 191h Street, NW, Ste 800, Washing(on, DC 20036. TOTAL 46.00 paf lob Blaine: ilwael 'Truss I®: N6 - Qty: I ®rwg: LUU13W) I wit-W7a i >W. X -lox R> KT SIZE 1 12- 3- 4 808 3.50" 2 29- 6-13 963 3.50" TC FUKE AXL EM CSI 1-2 0 .00 .54 .54 2-3 -663 .00 .24 .24 3-4 -954 .00 .15 .15 BC FUKE AXI, BND CSI 5-6 424 .06 .21 .27 6-7 649 .08 .21 .30 7-8 651 .08 .09 .18 1.'TC 2x6 DFL 1.50i, 2x4 DFL #1 & Btr. 1-2 1.50" BC 2x4 ITL #1 & Bt r- VEB 2c4 DFL S)iN�ARD Pf ATF VA= FER ICBG RFSFARQ3 REFW #1607 Ir_aded for 10 FSF IYTf-coria aent BaT . DLalnzaje Rust he prmddad to awed paiclnz� a d verticals d e igrned for a�dal lads eily Fxte rsians above or below the truss profile (if ) rt3C1 . additicria_l oc-sideratiorl (Ly = ) for . loads on t1 -p- bldg. WIC Fed£ c9i MB FCRCE CSI 1-5 -222 .12 3-6 -412 .29 2-5 -654 .60 3-7 90 .04 2-6 446 .16 . N4X D2.FTt:IrmrCN (span) 14/999 IN MEM 5-6 (LIVE) L= -:05" D= -.09" T= -.14" Joint. Iccatirns = 1 0- 0- 0 5 0- 0- 0 .. 2. 7- 7- 1 6 7- 7- 1 3 12- 5- 2 7 12- 5- 2 4 17- 7- 1 8 17- 7- 1 1 2 Web bracing required at each lcratiaz sboAn. _ see startiard details (TX01087001-001) . Plath-g spec : PDISI/'IPI - 1995 ,nas I&SICI`I IS THE t�3ri£ ResLL' OF IvK LTTPIE TMD G%SES. BE7IPMG R 3jjnR2�M dy>a-i arebased QALY art the truss niateriaal at eadI bearing. FIAT M3 Cd CREFN L MEFR WILBS. AAN31E AT LEFr m) (if specified) is to be installed per Sinpsal Tsp?e�c. ataais ani is dessi��d based or the fol3 oAaM criteria for the &q-pottiMm 2 PLY, 2x 8, sari specie as d&a slymn m this dr -mm -s. 7-74 4-10-1 . t 5-1-15 7-7-1 1.2-5-2 17-7-1 7-7-1 i 10 -0 -II 1 2 3 4' 11 Tlris truss is designer usire the UEC -97 Cb3e. 131c13 a-zlose3. = Yes' Truss Location = a -a Z- Hirric--ux/Coean Luie = No , &P C�ategary = B Bldg ja7qth = 90.00 ft, Bldg Width = 40.00 ft Pian roof height = 24.48 ft, npl, = 80 LBC Staridard 0_0ga-a'rcy, Dead Icad = 27.0 psf Q�OF ESS10) fr- , ��� N .0 5982LD �jm rL E p. 12t 1 /0 C/V� .� �- 2®20/2003 Scale: 5/321' = 11 WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Hbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Dan Ratio: L/360 TC: W360 17-7-1 12-1-s , STUB s 6 7 8 7-7-i , 4 -Ina 5-1-15 . Truswal Systems Plates are 20 ga. 70-7 less shoves -aur "18" (191[741-1) , "Flo (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 glates to avoid overla with structural hates (or sta le)'. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 62.7 WT: 156 # This design is for art individual building component not miss system. II has been based oa specifications provided by the component rnanufacnirer and done Chk: in accordance with the current versions of TPI and AFPA design sumdards. No responsibility is assumed for dimensional accuracy. Dimensions aro to be Dsgnr: me #LC = 14 Nft-rB 1 verified by the component manufrmmrer mrd/or build'ung designer prior to fabrication. The building designer must ascertain drat the loads utilized on this ®���� design meet or exceed the loading imposed by the locil building code and the panicut9r applicniion. The design assumes Thal the top chord is laterally TC Live 16.00 psf braced by the roof or floor sheathbtg and the bottmn chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. TC Dead 17.00 psf Bracing shown is for lateral support of components members only to reducc buckling length. This component shall not be placed in :my environment drat TBUSWAL SYSTEMS will cause the moisture content of the wood to exceed 19% mrd/or cause connector plate corrosion. Fabricate, handle, install and brace this miss in BC Live .00 psf 4445 NurWparL- Dr.. Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI F, 'WTCA r - Wood Ti -ass Council of America Standard Design g `f110 BC Dead 13.00 7 1, 7 c c Responsibilities, 'HANDLING INSTALLING AND BRr\CING Mli'I'AL 1 LA'fL^"^" CONNECI'LD IVOUD'l'f:C�SLS' - (FI18-J1) and -J1 psf P SUMMARY SHEET' by'ITI. nie'rniss i,lnie Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest rind Tp5.0 Version T6.3.1 Paper Association (AFPA) is located at 1111 19th Street, i �W, S(e 800, Washington, DC 20036. TOTAL 46.00 psf C/V� .� �- 2®20/2003 Scale: 5/321' = 11 WO: JLWAEL Customer Name: da DurFacs L=1.25 P=1.15 Rep Hbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Dan Ratio: L/360 TC: W360 Job Name: jlwael Truss 1®: W7 Qty: 1 ®rw : (:trusts I uu%-V7�t EM X -IOC MkCT SIZE REQ'D 1C 2x6 DFL #2 I zb lnacirg ateadr lo -1-i- slur. (TX01087001-001). this truss is designed using the LW -97 Ooch• 1 2 14- 3- 4 29- 6-13 716 3.50" 1.50" 871 3.50" 1.50" 2x4 DFL #1 & Btr. 1-2 13✓ 2x4 DFL #1 & BU-. See statYL cl�1s Plating spec • PkISI/TPI - 1995 Bldg a) -closed = Yes TC FCI2CE AXI, RD CSI VM 2x4 DFI., S� PLATE VAUES FM ICHO REMWC H REQ' #1607. = DESICN IS THE C M:CS1TE RE= OF DU TIPLE IDAD G7 M. Tl'uss Ioca ticn = El -KI Zone Hurricane/Clxa i Liu' = 1,b &J p Category = B 1-2 0 .00 .29 .29 Tioaded fc>r 10 FSF 17x1-amnnaeat BCL. BEARIIT IEQ31104ENIS shoon are based CNLY Bldg La Z = 90.00 ft, Bldg Width = 40.00 ft !� ft, 80 2-3 -519 .00 .15 .16 Drainage nest he provided to avoid - az the truss material at eadi Lajaril-g. IKLFS. Nin 1ueigllt = 24.48 nph = LDc Sta�13 oozxpanw, lead load = 27.0 psf 3-4 -829 .00 .15 .16 - ally. End verticals designed for axdal 1 Eud:ensiais above or below the truss profile PLA1� ab -SED Cil MEEN LL143ER 'T14= AT LEFT END (if specific) is to he BC 5-6 F= AXI, RU CSI (if 1y) ream e additicrial m-oid ration (by edges) fcr horiz. loads bldg. installed ler Sinpsnrsp� iflcatiais and is designed bele d ort the fallawil-g criteria 6-7 297 . 569 .04 .07 .12 .16 .12 .19 cn the fm- t±e sun:lo.-tirrJ 2 PLY, 2X 8, 7-8 571 .07 .08 .15 sale specie as diEra sboAn on this craning. WES FC R E CSI VM Ftp CSI 1-5 -166 .09 3-6 -435 .30 2-5 -568 .42 3-7 112 .05 2-6 425 .16 MAX LE6IECITCN (span) IV999 IN MFM 5-6 (LIVE) L= -.02" _ D= -.03" T= -.051- = .05" = Joint Ltxatiazs = 1 0- 0- 0 5 0- 0- 0 2 5-7-1 6 5-7 1 3 10- 5- 2 7 10- 5- 2 4 IS- 7- 1 8 15- 7- 1 1 2, 5-75-7-1 4-104-10 1 5-15-1-15 5-7-1 10-5-2 15-7-1 5-7-1 i 10-0-0 1 2 3 4 -1-� F-�1 LS -7-1 14-1-R g-)�U1�5 6 7 R 5-7-7-1� 44-10 1 1 5-15-1-1.5 Truswal Systems Plates are 20 g5-7-lunless s110v5a-7by "18" 0b81 -4'a.) , "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 crable stud Dlates to avoid overlan with structural elates (or staDle). WARNING Read all /totes on this sheet and dive a coal' of it to the Erecting Contraetor. TBF: 5e. AQbh This design is for an individual building component not truss system. It Itits been based on specifications provided by the component manufacturer and done �: in accordance with the current versions of TPI and APPA design stvadnrds: No responsibility is assumed for dimensional accurney. Dimensions are to be. �� ®���� verified by the component manufacturer and/or building designer prior to fabrication. 1'he build'uhg designer must asceni iht that due lmtds utilized un this Dagnr: me design meet or exceed the loading imposed by the local building code :nd the patricular npplieuion. The design assumes that the top chord is Luet:dly TC Live braced by the roof or floor sheathing and the botonn chord is Laierelly braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for Lateral support of components members only to reduce buckling length. 'Phis component shall not be placed in any environment ilia( TC Dead will cause the moisture content of the wood to exceed 19% and/or corse connector plate corrosion. Fabricate, handle, uastall and brace this taus in BC Live TRUSIVAL SYSTEMS accordance with. the following standards: '101 NT DETAILS', b Tntswnl, 'ANSI1TP1 1', AV'I'CA I' - Wood Truss Council of America Standard Design 44J5 Northpark' Dr., Colo Springs, CO 80907 S � Y S Responsibilities, 'HANDLING INSTALLING AND BRACING NIFTAL PLATE CONNECTED Wool) TRUSSES' - (1-1113-91) and '-1113-91 BC Dead SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, 1Visconsht 53719. The American Forest and Tp5.0 Version T6.3.1 Paper Association (AFPA) is located at 1111 19th Street, MV, Ste 800, Washington, DC 20036. TOTAL O� S S10 f�,. i� P21311063 �'�� No. ril Lij: / `rn G 1 Exp. 1 2/2®/2®®3 Scale: 5/32" = 1' 7 WT:146 # WO: JLWAEL Customer Name: #LC = 14 da 16.00 pof DurFacs L=1.25 P=1.15 17.00 psf Rep Hbr Bnd 1.15 .00 psf O.C.Spacing 2- 0- 0 13.00 psf Design Spec UBC -97 46.00 psf Dea Ratio: IV360 TC: 4/360 Ilob Name: ilwae-I 'truss I®: XX Q¢v: 2 ®rwR: 03051004-095 _I BrG X -IOC RUALT SIZE RE12'1) TIC 1 0- 4-14 12472 9.75" 6.65" BC 2 29-31- 0 8706 5.50" 4.27" V fB TC FCRCE AXL RU CSI 1-2 -12007 .15 .53 .68 1-2 -16614 .31 .67 .98 2-3 -12471 .23 .51 .74 3-4 -8523 .08 .16 .24 4-5 -5783 .17 .00 .17 5-6 -5783 .04 .13 .17 6-7 -3954 .02 .11 .13 7-8 -128 .00 .05 .05 BC FUKE AXL END CSI 9-10 13990 .43 .36 .79 10-11 13900 .43 .50 .93 11-12 10528 .32 .23 .56 12-13 7023 .21 .14 .35 13-14 7023 .37 .28 .66 14-15 3442 .18 .28 .47 15-16 457 .01 .35 .36 16-17 0 .00 .35 .35 WFB FLRCE CSI WM FLRCE CSI 2-10 4716 .96 6-14 5541 .35 2-]1 -3986 .38 6-15 -3391 .69 3-11 6153 .39 7-15 5838 .37 3-12 -5609 .87 7-16 -71]2 .79 4-12 6669 .42 8-16 359 .07 4-14 -2936 .75 8-17 -405 .03 5-14 -283 .06 ST ER -5166 .17 MAR DTIa m (tea • L/999 IN MEM 10-11 (LIVE) ZF -.14" D= -.27" -.41" MAX IFFT@=(N (cant) W999 IN MEM 16-17 (LIVE) L= .00" lk .01" T= .01" Joint T r„ -at; oris - 1 0- 0- 0 10 5- 9- 8 2 5- 9- 8 11 10-10-12 3 10-10-12 12 16- 0- 0 4 16- 0- 0 13 19- 0- 0 5 20- 7- 0 14 20- 7- 0 6 25- 1-15 15 25- 1-15 7 29-11- 0 16 29-11- 0 8 31-31-12 17 31-11-12 9 0- 0- 0 2x6 DFL #2 2x8 DFL #2 2x8 EFL SS 9-13 2x4 DFL SIANDARD 2x4 EFL #1 & Btr. 11-3, 12-4 14-6, 15-7 Sl= 2x6 DFL #2 Licher slur allonables are per PTS -97. Drainage mast be pr kidad to avoid payling. Permanent kracirrJ is regtired (by others) to pi�va�t rctation/tppling. See ES -91 aril AMI/TPI 1-1995; 10.3.4.5 and. 10.3.4.6. PLAMM BASED QA Q2LFIST ILVIGER VM -E--.. End verticals designed for axial loads oily. Dctensicns abcwe or below the truss profile (if ai ) rte a:L e additionmvs al ideratiaz (by eters) for horiz. loads an the bldg. PlatirrJ spar : PI$I/PPI - 1995 THIS ISSIG I IS THE GDvTF SI'IB I;aMT OF P9ULTIPLE Lao CASES. BFARDU R[WIPEDOM slaoAn are based ONLY ai the truss naterial at eadi baarj�. Pf AM- VALM FER ICBD R2177 CII RII7d1I' #1607. Loickd for 10 FSF t1-ri-concurrent BCLL. + + + + + t + + t + + + + + •h + + + + + + + Nail pattern sl -ori is for PLF loads oily. Ctmet-rated loahe distribild to eadi plyly. Qi nulti-ply with 1 use 3" rai s mill. into the car'iynr� nr�td Far none tliar 2 ply use adaitiaial. fastar era as itYlicated ficin L1 back plys, or use arty oil x approved detail (by ctlizrs) . ++++++++++++++++++++++ 2 -FLY! Mail w/nod EQX, staggered ei M-97Sat. 12) in: 'IC- 2/ft BC- 5/ft WEBS- 2/ft 5-9-8 5-1-4 1 5-1-4te 4-7_ 0 4-7-0 4-9-1 5-9-8 10-1.0.12 1.6-0-0 20-7-0 25-1-15 29-11-0 2 -FLYS 1 2 3 4 5 6 7 8 : RT'Q YIIR)✓D F7.16 -7.071 9-1-15 1 6-9-13 10-3-8 10-8-] 5 1267# a 1174 1.0831, 991#4 8994 8074 7154 615#4 5234 431 364# 31-.11-12 Mils truss is &signed using ttie TEC -97 Coda. Bld3 Et -,closed = Yes 7hiss Lcraticn = EI -el Za-e IltriZcatie/Ckasvt Leine = Ib , Flcp ClateJcry = B Bldg Length = 90.00 ft, Bldg Width = 40.00 ft t,lein roof l-)eiqitt = 25.15 ft, nph = 80 CBC Stannard Ckrztpaty-y, Dead Load = 27.0 psf ------LDAD CASE #1 LFSIC4N IGAES ---------------- Dir L.Plf L.Ioc R.Plf R.Loc LLVTL TC Vert 66.00 0- 0- 0 66.00 31-11-12 .48 PC Vert 641.00 0- 0- 0 641.00 9- 9-12 .00 BC Vert 176.00 9- 9-12 176.00 31-11-12 .00 lwe... lbs X.Lx LL/IL BC Vert 1267.0 2- 6- 0 .35 BC Vett 1175.0 5- 4-13 .35 BC Vert 1083.0 8- 2- 6 .35 BC Vett 991.0 11- 0- 0 .35 BC Vert 899.0 13-10-13 .35 BC Veit 807.0 16- 8- 6 .35 BC Vert 715.0 19- 6- 0 .35 BC Vert 615.0 22- 3-10 .35 Tar Vett 523.0 25- 2- 6 .35 BC Vert 431.0 28- 0- 0 .35 W Veit 364.0 30- 2- 6 .35 QP0I- F 10AI, , SHIM �C7 P.! 0. 453 ° �, �tl: I . . CE- Ex p 12/31/06 ✓, 1 C � B'fr � 9 10 11 12 .1.3 14 15 1d7 5-9-8 5-1-4 5-1-4 427-0 4-7-0 4-9-1 2/20/200.71 Truswal Systems Pla�� 2 �� le s o i v �1(�� �� l) -_nom "H" (16 ga.) or "MX� i IX 20 l q>Uo �N int `I3e`t9Yls ;wjA Scale: 1/8" 1' , gal pox ed p'� . Circled plates and false frame plates are positioned as sliown above. = Shift gable stud platex to avoid overla with structural. planes (or staple). WARNING Read all notes on this skeet and give a colt' of it to the Erecting- Contractor. TBF: 316.0 WT: 404 # WO: JLWAEL This design is for an individual building componoit not truss system. Tt has been based on specilicuions provided by the component manufacturer� and done : Customer Name: ®®� ®���� in accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prim to Fabrication. The building designer must ascertain that the loads utilized on this Dsgnr: the #LC = 21 da design meet or exceed the loading imposed by the local building code and the pedicular application. The design assumes Iluu the top chord is luerally TC Live 16.00 psf DurFaca L=1.25 P=1.15 braced by the roof or floor sheathing and the bottom chord is Laterally braced by a rigid sheathing material directly inched, unless odnenvisc noted. Bracing shonm is for Liters) support of components members only to reduce buckling length. This component shall not be placed in any environment drat TC Dead 17.00 psf Rep Mbr Bnd 1.00 TRUSWAL SYSTEMS 4445 Northpark Dr., Colo Springs. CO 80907 will cause the moisture content of the wood to exceed 199 and/or cause connector plate corrosion. Fabricate, handle, install and brace chis Huss in accordance with the following standards: 'JOINT DETAILS', by'fnnswal, 'ANSUT11I 1', 'WTCA I' - Wood Trus Council of America Standard Design BC Live .00 psf O.C. Spacing 2- 0- 0 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (1 -IIB -91) and '1.1111-91 - BC Dead 13.00 psf Design Spec UBC797 Tp5.0 Version T6.3.1 SUMMARY SHEET' by'I'PI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association is Iocated 1111 DaE Patio: W360 TC: W480 (APPA) at 191h Street, Mot, Ste 800, Washington, DC 2(X.)36. TOTAL 46.00 psf ]®b ' Name: 11wael TM X -IOC 1ZFAAC.T SIZE REQ'D 'IC 2x6 M #2 1 0- 1-12 400 3.50 1.50 BC 2x4 TFL 441 & 13tr. 2 6- 0-12 544 1.50" 1.50" P13aTE VAIM PER IC90 RE4?P.RCH REF= #1607 3 10- 0-12 103 1.50" 1.50" Loaded for 10 PSF not-calanzent BOLL. 4 14- 0-12 2 1.50" 1.50" Mark all interim' b -wring IMatiors. 5 15- 9-15 3 3.50" 1.50" PLATITT' BASED CPT GZEW IIM2M VAITgS. 6 5-10- 4 109 3.50" 1.50" 'IC FMCE AXL BND CSI 1-2 330 .03 .22 .25 2-0 -117 :00 .22 .22 YYlfldl9dNlT Rend all notes on this sheet and oi:ve n CoOV of !t to the Zslectin; C0J7t1'net!)J'.I BFc 28.0 0-0 -5 .00 .01 .01 This design is for an 'utdividoal building component not lass system. It Ins been based on specificvions provided by the component rn�nufacrtrrer aaJc: 0-0 2 .00 .00 .00 G>at�rer Name: 0-0 0 .00 .00 .00 #LC = 14 da BC KPLE AM 131ID CSI 16.00 3-4 -250 .00 .18 .18 meet or exceed the loading imposed by the local building codeand the particular application. .the Live 4-0 0 .00 .00 .00 braced by the roof or floor sheathing and the botlotn chord is laterally braced bya rieid sheathing material directly attached, unless otherwise nTC I'm DEFTFYTfCN (span) 17.00 sf P Re Mbr Bnd 1.15 p L/999 IN MEM 3-4 UZW) BC- Live . 00 psf T.c -.02" D= -.04" T= -.061- .06"Joint accordance with the following standards: 'JOINT DETAILS', by 1hrswal, 'ANSirm 1', WrCA I' - \Yood'I'nus Council of America Sund:utl Design '1118-J1 BC Dead JointLocations =� Design Spec UBC -97 1 0-0-0 3 0-0-0' � Defl Ratio: L/360' TL: 1/480 2 6-0-0 4 6-0-0 TOTAL 46.00 Truss E®: 1623 Qty: 2 Plating gpec : AMI/PPT - 1995 'II -US T1:SIQV IS `11JE CMWITE FERLT OF n LTTPLE LCAD USES. BFPRU,r, FB�ZTIFiEPIFTTIS slrM n ate izasai CNLY orl b -a mass maten�al at each b aiir�. 4-,sta]1 interior aaplaort (s) Jxfore elr irn. 6-0-0 6-0-0 1 2 f- N\S'P-NtIL- ®rwg: Lou-llua 1 UY-r-vc UPLIFT' 10=CN(S) SLq.*c -t 2 -100 lb Aippert 3 -26 lb -qL4 -8 lb Tl-iiss truss is designed using the LOC -97 Ozde. Bldg E1-r-lasea = Yes Truss l rrat; cr1 = Ehi Z:m ]3 . 1-)nylcai/Ckemi Lirke- = Nb E>p Category = Bldg L�tl1 = 90.00 ft, Bldg Width = 40.00 ft Mean rm> height = . 22.51 ft, q11 = 80 U3C StatYlard occugx-atcy, D:ad Load = 27.0 psf T7 T �OFF••71: Fop 10) J10 ES LU I 111 G` EX i 2131 P 3' 4 600 6-0-0 OVER 6 SUPPORTS TruBwal Systems Plates are 20 ga. unless shown by "18"(18 ga.), 2/2002003 Scale: 3/32" = 1' "H(16 ga.), or "MX" 20 ga.), positioned per Joint Details Report. " Circled plates and false frame plates are positioned as shown above. Shift able stud laces to avoid overla with structural lates (or sta le) YYlfldl9dNlT Rend all notes on this sheet and oi:ve n CoOV of !t to the Zslectin; C0J7t1'net!)J'.I BFc 28.0 WT: 73 # WO: JLWAEL This design is for an 'utdividoal building component not lass system. It Ins been based on specificvions provided by the component rn�nufacrtrrer aaJc: G>at�rer Name: in accordance with the torrent versions ofTI`1 and APPA design standards. No responsibility is assumed for dimensionalaccuracy.Dimensions s ; me g,`�design #LC = 14 da ���H ��� verified by the component m:umfacturerand/or Wilding designer prior to fabrication. Thebuilding designermustascertain th:d the loads utilized Thedesign assnnes that top chord is latTC 16.00 DurFacs L=1.25 P=1.15 meet or exceed the loading imposed by the local building codeand the particular application. .the Live psf braced by the roof or floor sheathing and the botlotn chord is laterally braced bya rieid sheathing material directly attached, unless otherwise nTC Dead 17.00 sf P Re Mbr Bnd 1.15 p Bracing shown is for lateral suppon of components members only to reduce hucklbng length. This component shall not be placed in any environment that will cause the moisture content of the Strood to exceed 19744 and/or coko- connector plate corrosion. Fabricate, handle, install and brace this nvss in BC- Live . 00 psf O. C. Spacing- . 2 - 0- 0 4445 Nol th are- Drr... Colo Springs. CO 80907 pc accordance with the following standards: 'JOINT DETAILS', by 1hrswal, 'ANSirm 1', WrCA I' - \Yood'I'nus Council of America Sund:utl Design '1118-J1 BC Dead 13.00 sf p Design Spec UBC -97 Responsibilities, 'HANDLING INS'T'ALLING AND BRACING ME'T'AL PLATE CONNCC'T'L"D WOOD'rRUSSES' - (1-1111-91) :lid forest � Defl Ratio: L/360' TL: 1/480 SUMMARY SHEET' by TPI. The'rnnss Plate Instinrte ('fill) is located at 583 D'Onbfrio Drive, Madison, Wisconsin 53719. The American and TOTAL 46.00 Tp5. 0 Version T6.3 .1 Paper Association (AFPA) is located at 11.11 19th Street, M1', Ste 8(Xn, Washington, DC 20036. psf ej 1,9,�L Qr 1 a Truss Take -off Design & Sales, i 11 sIt al'intc e. Morrie Ca - 793 CameUa Dr a Paradise, CA 95969 (530) 877-4732 Office (530) 877-4732 FAX y T"vSS C Pr`s • C A OL .a � LTC Rn%pfZ E too S1}OuuJ� }?LAP �LTPfyL 1.� psS,E SS .k .2 -VA CON'[ZNjouc UIrTSMAIL ••T'r� Ns '10 •3 PSS F TSS" w� '2. SSNKEizS. PTTFrG\k - c-" -rr•Ss 1 16 To S ti ERCP. FAt� k -T e.VC / S L-v4l-e 2S - • � TUE N0.3tit-t� Z 4 R . ��St: TRESS TC�vss CArp 12 f BASE ^TR��S S � � Z i6A N ArS:�.5 n PEAK PLATE: 3.4 (2x4) 5-5 12x01 6-012x0I MAXIMUM 1'-0' EAVI: WIIII - BTMAXIMUM -BLOCKS @ 32"o.c. Oil 2'-0" EAVI: -OCMAXIMUM, Willi 4x7- 97. OTT 11111. E SPACING OUILOOKEtIS CUT INTO GABLE 32"o.c. 2x4 #2MINIMUM CONTINUOUS STRONGDACK BRACED lU ROOF STRUCTURE AT 6'-0" MAXIMUM. 2x4 BRACE S'iRONGDACI< AT; 2x4 SIRONGRACK BRACED 4'-10" CLFASPAN, 70 MPI1 AT EVERY G'-0' MAXIMUM 1.5-3, TYPICAL 4'-1.5'CLEARSrAN, BU MPH CONNECTION MINIMUM GIIAUf: CI WIlUS AND � r STUDS 7.x4 STUD/S1'ANDAII0. STUDS "10 BE MAXIMUM 24"o.c. WALL BRACING rER BUILDII • UESIGNEfI. �__ IIEEL rLAIE: 3-4 12x4) 5.5 12x6) /IL \ 6.6 12X01 ' BC SPLICE; 3-4 (2x4) �+` I 2x4 CONTINUOUS BACKING CONTINUOUS BEARING WALL 5-5 (2x6► I WI1H 16d NAILS AT 24" o.e. 6-0 121T81 A 14 10111E WALL PLATE. / Ai. y y SECTION A ,> GABLE END FRAMING CONNECTION DETAILS (MIN. NAIL REUUIIIEMENI'S SHOWN) l 1 2x4 501:10 BLOCK WI111 3-16,1 NAILS GABLE STUD MAXIMUM 40 PSF LIVE LOAD. SHEATHING TO GABLE EA. END AND Off NAILS FROM SHEATHING Od A'1 6" o.c. TRUSS, Bd AT 6" o.c. / 80 MPH WIND EXPOSURE C. TO DLOCK AT 6"o.c. / } • LESS -0" WALL HEIGHT. / itirt QROF ESS/p Nq �— ` QUO M � 1-I6d — - 16d AT 24" o. �`SS Fy RACING DETAILS /� + " I 2-1 r, — �. 1 16d 1 yQ� rcZm 1 X" NOTCH 1? 32" o.c. T AT — SOI -ID BLOCK 4Ir"- WI111 2-I6d mr. 24'o.c. 59 No 82 p ` 2x4 GRACE 2-16d NAILED EA. END 2-10J I ; WITH 4;LGd NAILS E T;1.1 31/02 CN11. , I•.,`. � OPS - . �'. CODE SPACING - DATE WARNING need elf notes on fills street andive a co of It to the Erectingr. Contracto MODEL 20 UBC CONTINUOUS 2111199 This desicro Is for An Iadivhtuni boildmq cUmrnnerl. 11 hal h—ha9d no sreua��an.1 ornvidrd by In.. comnoneol in end done to accordance with the aurrerd versions of IN and AFM design slandards. Hn responsibility Is Assumed Im dtmenstannl accuracy. Dimensions are . Io be verfned by the component maoulactn,e, nnd:or bonding designer prior to fabrication H•e building designer shaft escenaln that the beds hnpnsed the fatal Wilding code. his assumed that the top chord the wi%font this design mret or fiction theld lrM a"y braced or o isloading id rant or Ma sheathing and thr bounm drn�d t lalerany yacen by n rigid sheeudr,g material diraary, attached. onlays olhervdse noted. Bredng ce ll ra shown is hit lnte,at suppod of cororonents n,einhers onto tot.dnce hocl, lint, length Thfe cnrnpnnem stiff" not be placed In any environmerd That - - �tf-�fR w7�T,Q'TA SYSTEM will cause the moisture coolant of the wood rwime tl t0 -t Andec, cnusp connector plate conrnoon Feb,tc.le, hnndte. Mslatl And brace this Cruse In . DETAILS SYSTEMS CO(WORAION aaco,dance wdh She na sY InUSC01,1 MANUAL' T,o, , DUPy C N STlhpnnp ran METAL RATECONNECTEDTRUSWAL ttiCUU TnUSSES' - (OSr.8ej. 'HANDLIJG fNSTAt.Unp AND Pf1ACIN( METAL PLATE CONNECTED WOOD TnU5SE9' - 11-119-91)) end 111B•91GABLE $-;hlntAny SHEET' by IN that truss rlalrt lnshhne 11 rq is IdratM al 593 UOnoM1in Odve. MAd�ton, WUconsln 53119. The American reed end - CO - r.,`9, Assoclallon (AFPA) 1s located of 1250 C—riecticol Ave. INT SI, 20o. Washl„plon, UC 2Cx13e. x� 01 rte. 3060 Thorntree Drive #10 • Chico, CA 95973 (530) 894-8833 voice • (530) 894-8882 fax email: cj@r-c-e.com FIELD REPORT #1 Project: 6 Via De La Cruz, Cohasset, CA Date: November 10, 2003 Weather: Clear, 50° November 10, 2003 Mr. Michael Vieira, Building Official Butte County Building Department Building 7 County Center Drive Oroville, CA 95965 (530) 538-7541 RE: Mark and Renae Waelbrock Residence Permit # 03-1675 6 Via De La Cruz Cohasset, CA Dear Mr. Vieira, Job -No.: 2002-051 Time: 10:30 AM 15V1&ldl�% 10 — 0 .5—'I � BUTTE ®U,N Tir. BUILDING DIVISION APPROVED 1112j5l° 3 p* i We have completed a preliminary review of the footing excavations for a residence located at 6 Via De La Cruz, Cohasset, CA. INTRODUCTION The purpose of the investigation was to verify the soundness and durability of the underlying lava cap at locations where the perimeter footings could. not be excavated to a depth as required on plan. SITE OBSERVATIONS This site is underlain by a weak to stiff conglomerate formation known as. "mudflow". Preliminary inspection of the excavations indicates that the mudflow extends deep enough to make access to solid basaltic rock formations impractical. The mudflow material is difficult to remove by conventional means however, is not suitable for the typical reinforcement pinning directly to the stem wall without extensive testing. The material should be removed to a depth of 6 inches where possible., The foundation design should incorporate full width footings and reinforcement pins as specified by the project Architect or Engineer. The' areas where 6 inches . 1 4 3060 Thorntree Drive #10 • Chico, CA 95973 (530) 894-8833 voice, • (530) 894-8882 fax email: cj@r-c-e.com•, of embedment are not obtained should also incorporate reinforcement,pins and requires -that -the material be visually inspected for soundness and durability fThe contractor has. cleared the site arid -the materials appear to be sound and durable in the_areas_where.less_than 12"_.of.excavatio� n were made -1 ---- DESIGN REVIEW The lateral design of the building plans was reviewed for applicability to this procedure. Excessive lateral shear. and large uplift forces require additional consideration for lateral resistance of the system and may require testing of the pins if uplift resistance is required. In this case the engineering was performed •by RCE of Chico, CA,' (our -office). , The plans include specifications for plywood'shear-wall and hold-downs. ' CONCLUSIONS & RECOMMENDATIONS This foundation will'- ave less than 6 inches engagement into mudflow and was designed using the lateral force procedure of the Uniform Building Code; (UBC), Some areas will have the code ; required 12 inches of engagement into native soils, (see following paragraph).. The portions of the foundation, that, are. not _engaged as described above should.be pinned to the lava cap per the attached detail with a maximum spacing of 36" o/c. and additional pins placed at each corner except at certain plywood Shear Wall.panels ddescribed�as.follows: Shear Walls are identified ons plans by_ a triangular "Wall Mark" with a numerical designation' Where_ the triangular Sheeff Wall Marks are identified as "1 & 2'-tthe_.pin spacing shall be 36" o/c., at Wall r1V1ark "3 "'the piny' ` spacing shall be 24" o/c., at Wall Mark "4" the pin spacing shall be 18" o/c., at Wall Marks"5'& 6" the pin spacing shall be 12" o%c. and lastly at Wall Marks "7 & 8" the pin spacing shall be staggered at 9" o/c ��Soil should�be removed exposing all mudflow to the, bottom of the foundation to ,prevent differential settlement between the soil and mudflow. The foundation l widths shouldFbe as specified on, plan and minimum continuous reinforcing steel added to the _7 consisting- -of--1-#_4-_bar,-at the bottom and 144 bar at 18" o/c. horizontally, -unless noted otherwise on the engineered plans The technique of locating foundations both on relatively rigid lava cap and then continuing the same structure onto a soil bearing condition can result in -,differential settlements. We advise that this condition is avoided whenever possible, however: it does not imply any building code violation. The amount of differential settlement would increase with the depth, type and degree ; of compaction of the soil present. The soils in this case appear to be native materials. ' "There are 'locations along the foundation where. deep pockets naturally form into the strata. 'These areas can be used as additional keying -for the foundation if reinforcing is used in the key. 2 , • 3060 Thorntree Drive # 10 • Chico, CA 95973 (530) 894-8833 voice • (530) 894-8882 fax email: cj@r-c-e.com Use -1 -#4_extending into each pocket ,and_lap the -bar -vertically through the height of the stem ? wall. _ Please note that all dirt, mud or other foreign material should be removed from the exposed lava cap prior to placing concrete for footings. Additionally the lava -flow formation should not be ripped. The process of ripping causes fracturing in the formation and diminishes the soundness of the material. Excavations into the formation .are best made with pick -axes, hoe -rams . and backhoes. An additional special inspection report will be required for placement of the pins. If there is a substantial lapse of time between the submission of our report and the start of construction at the site, or if the conditions have changed due to natural causes or construction operations at, or adjacent to the site, we urge that this report be reviewed to determine the applicability of the conclusions and recommendations considering the changed conditions and time lapse. This report should not be used after 3 years. We would appreciate the opportunity to review the final plans and specifications, (if changed from the plans noted in the "Design Review" portion of this report), to determine if the intent of our recommendations has been implemented in those documents. RCE does not represent that these test results, conclusions and/or recommendations are suitable whether or not modified, for any other site or structure on this site than the one for which they were specifically prepared. RCE disclaims responsibility for these test results, conclusions and/or recommendations if they are used whole or in part at any other site or structure on this site. RCE is not the foundation design engineer for this project. Design for consolidation, differential settlement and bearing on fill materials is by others. Thank you for the opportunity to be of service. Please contact us at the address and number above if you have any questions. Charles J. Roberts, PE, MS 3 #5 REBAR SET INTO 'LAVA GAP. W/ EPDXY ADHESIVE ( SPAG I NGS SPECIFIED IN, THE REPORT $ ALL. CORNERS. NOTE THAT THE BAR MAY ` BE ROTATED -7O PIT INTO THE FORM. 6 ° AND ALSO MAY' BE EXTENDED THROUGH TO* THE TOP OF THE FORMS 4 AND USED AS A VERTICAL BAR. -BUTTE COUNTY BUILDING D1/�6?�IOI'++I B PPRO V E13 ; . #4 CONT., MIN. • I • N.T.S. NOTES: , I.) WHEN LAVA IS ENCOUNTERED PRIOR TO REACHING REQUIRED DEPTH, INSTALL REBAR "PIN" AS SHOWN, , 2.) ALL INFORMATION. REGARDING FOOTING 'INI DTHS, DEPTHS, REINFORCING REOUIiREMENTS,` ANCHORAGE TO BUILDING STRUCTURES AND OTHER CONSTRUCTION REOUIREMENTS ARE AS SPECIFIED BY THE PROJECT ARCHITECT / DESIGNER. THIS DETAIL ADDITIONALLY REOUIRES REVIEW BY ..THE PROJECT ARCHITECT / DESIGNER FOR COMPLIANCE WITH CALCULATIONS � SPECIFICATIONS.. ` PROJECT ENGINEER' IS: _ R.C.E. (530) 8'14-8833 SI A DE LAI, CRUZ, GOHASSET, G R. G. E.. JOB NO. 2002-051