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040-670-002
a` NOTES i RESIDEWI IAL PERMIT NO. _ 040-670-002 /03-2061 fn ,A e DRAPER JOHN 5 [NA " "J a PASATIEMPO, CHICO NEW SINGLE FAMILY 1 I :- a lL I'ivlle-S 6L4� I SPECIAL CONDITIONS CHECKED r BY SRA FLOOD CERTIFICATE REQ. FIRE. SPRINKLERS REQ. >',• _ SPECIAL INSPECTION ITEMS VERIFY t' ` USE PERMIT CONDITIONS SUB-STANDAD HOUSING LETTER Address GAS ` Meter By_ ELECTRI, +� Meter By_ y�i ;JOB FI LED (Di�tq Signature �r Qw _' OFFICE COPY WA _ Date _ Date �fi:G 9 v C ••',� �V/ Vim/ 9J� I SPECIAL CONDITIONS CHECKED r BY SRA FLOOD CERTIFICATE REQ. FIRE. SPRINKLERS REQ. >',• _ SPECIAL INSPECTION ITEMS VERIFY t' ` USE PERMIT CONDITIONS SUB-STANDAD HOUSING LETTER Address GAS ` Meter By_ ELECTRI, +� Meter By_ y�i ;JOB FI LED (Di�tq Signature �r Qw _' OFFICE COPY WA _ Date _ Date �fi:G J=OK 0 = Not OK NotReadyab1e ' MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. 1. Zoning Requirements -Setbacks -Easements Footings; Size -Spacing -Marriage Line , 2. Soils; Special MH Support Sketch 4. 3. Sewer; Location -Test -Fall -C/O -Concrete Electricity; MH Test 4. Water; Location -Test -Easement Needed (Sketch) 9. Siding; Nailing -Veneer -Stucco -Mesh 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 11. 6. Gas; Location -Test -Wrap;-/ /" L 'ft. / P Nat. or / /" L "ft./ P LPG Braced Wall Panels 7. Well Clearance & Disconnect 8. Utility Clearance 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 Req uirements-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 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. agged 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-Con nectors Shthg-Frg-Bracing . 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panelboards- Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 J=OK 0 = Not OK = Not Applicable . = Not Ready Date UN OK RESIDENTIAL (Single & Duplex) t #'s I Date FRAM Cont Main; Soils-Elec. Grnd.1 /' tg. D pth Ftg., Garage; Soils-Steel-Ele nd.-4 5 P' Ftg. Depth -4- 5!0., Porches & Decks; Soils -Steel-/ /" Ftg. Depth 500rSt Main; Steel-Blockouts-Wrapped 6a!Hold Downs and Special Anchors 7. Slab, eel -Wrapped 8. P' s-Fi ace Ftg. -Steel D. -Fitting-Test-2 Way C/O -Sewer -Test as Pipe; Size Anchors -Yard Gas Piping; Size Test Uo'Water Pipe; Test -Anchors -Regulator -Service Test 12. ElectrirUnderg round 13. PI & Ducts; Clearance -Material -Support -Ins. i rs-Sills-Anchor Bolts-Joists-Vents-Crippies ccess & Ventilation 16. Insulation Date 1 6, Q Card B-1 0 L_- V ' Date Card B-1 Date 31- elfAe Card B-1 Date Card B-1 Date PLUNE NG ( ermit) OK except #'s ater Htr.; Vent -Access -Combustion Air Baffle D. .V.; Test Fittings & Anchor -Nail Protection ]--2 7-A/4(/,Q.-hower Pan; Test, First Floor -Tub Access 21. Test Tub & Shower, Second Floor -Tub Access 22. Gas Pipe; Sixe & Anchors 23. Fire Sprinkler; Test Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 2eFiNttA &Transformer Clearance -Ins. Protection 5 !6 Receptacles Spacing -Lights & Switches at Doors e Boxes & No. of Conductors Stapled Ro x Installed Close to Edge of Studs & C.J. 2 uip. Ground made up w/Mech Fasteners -Bond Gas & Water 29. 2 Appliance Circuits in Kitchen & Conductor Size GFI 30. Subfeed Wire Size/ /ga. u r AI-A.C. Wire Size/ 2 /ga u br Al 31. RangwCircle/ C2'/qa CuW AI -Oven Circ. / /aa Cu or Al Insdlated Neutral ❑ Yes O No 3Q,/5`ery a -Riser Conductors & Ground Main Disconnect 3 ip. Clearances Panels-Motors-Mech. Equip. I hes Closet Light -Shower Light -Spa Light moke Detector Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHA CAL (Permit) OK except #'s .W. Ext. D96rs-One 3' -Check Garage 3rd Story, 2 Exits C facts Insulation & Support Staff s; Width -Headroom -Rise -Run -Landing -Fire Protection ep"Fan, Exhaust above insulation on Roof Overhang -Attic Vents -Rafter Outriggers 38-tondensate Drain & Overflow, Size & Grade V ing-Nailing Veneer �trn Ee-Vent Access -Comb. Ait-Return Air Vent 115 Outlet Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 40. is Access & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAM!N6 (Permit) OK except #s. Sills Pr6er Materials & Anchors 4 a Is'S ds -Nailing Spacing & Braces -Plates -Sound e g Walls over Girders & Floor Nailing 4 aft Stop in Walls (rat proof) Z. Fire ops, Furred Ceilings -Stairs -Chasers -Tubs lb-ITeRrIpm & Beams -Size & Bearing 40- . Joist-Rftr. Ties-Purlin-Roll Brac.-Truss-Shting.-Rtng. . epl6ce Ties or Type A Flue -Fireplace Throat Clearance 59!Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles rm. Windows or Exiting Doors -Sill Ht. & ' ensions 7190W h/V 52�'Garage Fire Protection Framina nnel / p - 53. Pfoperty Line Firewall & Openings .W. Ext. D96rs-One 3' -Check Garage 3rd Story, 2 Exits 55. Staff s; Width -Headroom -Rise -Run -Landing -Fire Protection 5.6e15ly,V6od on Roof Overhang -Attic Vents -Rafter Outriggers ,eZ7. V ing-Nailing Veneer VY , Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 9. G g Area -Glass Protection -Skylights -Plastic 6W ?1. -Shear Walls; Nailing -Bolts BFace Interior/Exterior Wall Panels Af/,452'Jfisulation-Walls-Ceilings , ' -11. 1 OT Infiltration- indows Date Card B-1 Date Card B-1 Datet r` .(, q Card B-1 �; Date Card B-1 Date- FINAL tans) cept #'s . Steps -Door & Sidelight Protection -Landings . Sryeke Detector 69!Furnace Vents -clearance -Comb, Air -Connector - I rage; Above Floor-Ducts-Mech. Protection U1. o UUnr cxnrny G..fL& Bath Fixtures & Tub Access -Spa 69r-Elec. Trim & Subpanel, Breaker Sizes & Labels 70. Stair Rails 7 . � or Stove, Clearance -Hearth 7�fIeCrOutlets at Wood Panel, Int. & Ext. 73: KaeFixt. & Appliance; Ground-Air-Gap-Cookinq Clearance 7,t.- Ejpe Outlets & Receptacles at Kit. Counter 7 g�Fire Door; Swing -Landing -Closure 7 . Duct in Garaae-Damper 771. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. insderage Above Floor-Mech. Protection 7 Ib,;.Elec. & Mech. Equip. Listed for Location 7 . Ies,�Receptacles in Garage (F.F.I.)-Romex Protection 80. nsulation-Foam-Looked in Attic 81. 9,L F Rails & Deck Construction -Post Caps 82"-Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth 1 _ CI nce Looked under F " or O Ye Ilowin ,Instld./Drive 046-0 No/Walks 01fes D No/Plante es D No St o Brown -Finish 8 . A. nit Disconnect, Electrical -Plumbing . Vrepfs Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 8 . W�ell, Disconnect, Electrical, Plumbing 8!:E�or Elec. Trim, G.F.I. Receptacle -Underground Ventilation Throuqhout House 9,afC�ions from Previous Inspections 9 Gas,Jes1-Meters Tagged, Gas -Electric 9 a r-& Sewer Connected -C/O to Grade -HD Approval y Compliance Certificate -Other Certificates q -Address Posted 96. Fire Sprinkler Date -CA 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: _ y t ... �•�.I 't„itiw..ti.. i; .w., -^r `` -•-� n-v..`.:.�r4r.Z9\+-�Sl�('.•�u�...-rw+ii-v^yl.+nrr..c--'�-s� _ , . .... • . . . . i ;COUNTY OF BUTTE BUILDING DIVISION ;. ► DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indica s 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 ha4 any questions pertaining to this matter, or need additional explanation, please contact thi office immediately. r 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 1 IWI-K 'n-�-Woj OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be'corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. AAs • a REV 10/92 'F-� .. .� i-. . -i ..�. ..►.. �-'T'�•A.. ti..VK.'Ns.•Y-•a...� ..-•f.-+-rr.i-x'*. . +.. . . COUNTY OF BUTTE ........ t , { 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 V/N'1- D) a0�1 OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, ' please contact this office immediately. Z,1"-71-111117, FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 .� NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 200: ELEVATION CERTIFICATE Important: Read the instructions on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME Policy Number BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO.I Company NAIC Number I 1826 Pasatiempo Drive CITY STATE ZIP CODE Chico CA 95928 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, eta) Lot 2 Fairway Oaks Subdivision BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) New Residential Structure LATTTUDEILONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: ❑ GPS (Type): ( MP - #W - ##.#If or ##.### ) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 131. NFlP COMMUNITY NAME 8 COMMUNITY NUMBER B2. COUNTY NAME B3. STATE BUTTE COUNTY, & N 6007 CORP. AREAS 07 BUTTE COUNTY CA B4. MAP AND PANEL 135. SUFFIX B6. FIRM INDEX DATE B7. FIRM PANEL 88. FLOOD ZONE(S) B9. BASE FLOOD ELEVATION(S) NUMBER EFFECTIVE/REVISED DATE (Zone AO, use depth of Wig) 060077 C 0520 C SEPT. 296 1989 JUNE 8,1998 AE 1943 B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: O NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): _ B12. Is the building located in a Coastal Barrer Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ® No Designation Date PWA SECTION C - BUILDING ELEVATION INFORMATION (SURV,Ef REQUIRED) Cl. Building elevations are based on: ❑ Construction Drawings' ❑ Building Undo Construction" [3 Finished Construction C2. Building Diagram Number 6 (Select the building diagram mos: similar to the building for which this certificate is being competed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations - Zones Al A30, AE, AH, A (with BFE), VE, V1 430, V (with BFE), AR, ARIA, ARAE, AR/AI AM, AR/AH, ARIAO Complete ftems C3. -a4 below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 29.—Conversion/ Comments Elevation reference mark used _Does the elevation reference mark used appear on the FIRM? ® Yes ❑ No o a) Top of bottom floor (including basement or enclosure) — k(m) 2 o b) Top of next higher floc 195.6 ft(m) o c) Bottom of lowest horizontal structural member (V zones only) NIA ._ft.(m) o d) Attached garage (top of slab) 193.7 t(m) E o o e) Lowest elevation of machinery and/or equipment w `° servicing the building (Describe in a Comments area) WA ft(m) � m o f) Lowest adjacent (finished) grade (LAG) 192.6 ft.(m) z' 0 o g) Highest adjacent (finished) grade (HAG) 192.2.f t (m) N o h) No. of permanent openings (flood vents) within 1 ft above adjacent grade 46-. J o i) Total area of all permanent openings (food vents) in C3.h jj14 sq. in. (sq. cm) QROF ESS rp y�00 G A�� No. 7647 A 1 EXP. 3/31/06 9TF OF CAS_ SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIERS NAME LICENSE NUMBER ROBERT G. AGES JR RCE 27647 TITLE COMPANY NAME Civil Engineer SIERRA WEST SURVEYING. ADDRESS CITY STATE ZJP CODE 5437 BLACK OLIVE DRIVE PARADISE CA 96969 SIGNATURE DATE TELEPHONE October 20, 2004 (530)871-6253 FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In Mese spaces, copy the comesponding information from Section A For In urance Company use: BUILDING SVEET ADDRESS (IndudN Apt, Unit, Suite, ardor Bldg. No.) OR P.O. ROUTE AND BOX NO. Porwy Number I 9 Pasatiempo Drive CITY STATE ZJP CODE Company NAIC Number Chico CA 95928 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agentloompany, and (3) building owner. COMMENTS ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. E1. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed – see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2, The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) _in.(crm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (seepage 7), the next how floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(crn) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) _in.(c m) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's aufltor¢ed representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (wi#W a FEMA4ssued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are corned to ft best of my browwtedge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS SIGNATURE COMMENTS STATE ZIP CODE DATE ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the oommuniVs floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. ❑ The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMAAssued or communityAssued BFE) or Zone A0. G3. ❑ The following information (Items G4 -G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: — ft.(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: _ . –ft.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS ❑ Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions ... COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and. should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contaphis office immediately. l��s 7 r=G ��d cl;,nr INSULATION CERTIFICATE Job Number: 4110 North Coast Construction Fairway Oaks, Durham -Chico Contractor/Owner Name Job Address (street, city, state) Butte County DESCRIPTION 1. ROOF Subdivision. Name 2 Lot Number 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 Regul ns) as in the Certificate of Compliance, where applicable. Chico Insulation Item Number's Signature and Date Installing Subcontractor (Co. Name) or S -S-c!!:� General Contractor (Co. Name) or Owner Item Number's Signature and Date Installing Subcontractor (Co. Name) or General Contractor (Co. Name) or Owner 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 ManvillelKnauf Minimum Installed Weight/ft .642 Ib Minimum Thickness: 15'2 inches Installed 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): 61/4 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: JohnsManville/Knauf Thickness (inches): 6'/4 Thermal Resistance (R -Value): 19 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): 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 Regul ns) as in the Certificate of Compliance, where applicable. Chico Insulation Item Number's Signature and Date Installing Subcontractor (Co. Name) or S -S-c!!:� General Contractor (Co. Name) or Owner Item Number's Signature and Date Installing Subcontractor (Co. Name) or General Contractor (Co. Name) or Owner Trel 1 11 -TR 111111*2 MIM••v IMAM% . Certificate of Conformance-., Certificate 052736 THIS IS TO CERTIFY that the glued laminated timber products identified with a collective mark of Engineered Wood Systems (EWS) were manufactured in accordance with the applicable standards and associated specifications indicated below: ANSI Standard A190.1-1992, For Wood Products - Structural Glued Laminated Timber NER-486 Glued Laminated Timber Combinations And "GAP Computer Program For Determining Design Stresses AITC 117-93 - Manufacturing - Standard Specifications For Structural Glued Laminated Timber Of Softwood Species S D ft-, F/49/fl` br�lf VI -5 IT I�- HEREBY CERTIFIED that the APA EWS trademarked structural glued laminated timber members were produced in a manufacturing facility subject to regular audits in accordance with the Engineered Wood Systems (EWS) Quality Assurance Program. Routine audits* include inspection of the manufacturing process and evaluation of the in -plant QA program with adequate sampling to verify conformance to industry standards for lumber grade and glueline bond quality. It w o 040 •,,�, i' C M VE :� CO2= _ •,,��O�a T off'.' if IN by Thomas G. Williamson Executive Vice President EtvC"VEERED tovOD SYSTEMS,s a reiateo corporation of AAA — THE ENGINEERED WOOD ASSOCIATION 7011South 19th Street- P.O. Box 11700- Tacoma, WA 98411-0700 Tnlephone: (253) 565-1400, Fax Number: R53) 565-7265 y t IMAM APA �.►�► Certificate' -of Conformance Certificate 052736 THIS IS TO CERTIFY that the glued laminated timber products identified with a. collective mark of Engineered Wood Systems (EWS) were manufactured in accordance with the applicable standards and associated specifications indicated below: ANSI Standard A190.1-1992, For Wood Products - Structural Glued Laminated Timber NER-486 Glued Laminated Timber Combinations And "GAP" Computer Program For Determining Design Stresses AITC 117-93 - Manufacturing - Standard Specifications For Structural Glued Laminated. Timber Of Softwood Species IT IS HEREBY CERTIFIED that the APA EWS trademarked structural glued laminated timber members were produced in a manufacturing facility subject to regular audits in accordance with the Engineered Wood Systems (EWS) Quality Assurance Program. Routine audits include inspection of the manufacturing process and evaluation of the in -plant QA program with adequate sampling to verify conformance to industry standards for lumber grade and giueline bond quality. o, SEAL 3 r 4% sN IN G ZI 4 4•16111M rA_. by� Thomas G. Williamson Executive Vice President ENCINEERED VVVOD SYSTEMS * a related corporation of APA —THE ENGINEERED WOOD ASSOCIATION 7011 South 191h Street - P.O. Box 11700 - Tacoma, WA 08411-0700 Telephone: (253) 565-8600 - Fax Number: (253) 565-7265 ENGINEERED WOOD SYSTEMS Certificate of Conform Iance Certificate 052736 THIS IS TO CERTIFY that the glued laminated timber products identified with a. collective mark of Engineered Wood Systems (EWS) were manufactured in accordance with the applicable standards and associated specifications indicated below: ANSI Standard All 90.1-1992, For. Wood .Products - Structural Glued Laminated Timber NER-486 Glued Laminated Timber Combinations And "GAP" Computer Program For Determining Design Stresses AITC 117-93 - Manufacturing - Standard Specifications For.Structural Glued Laminated Timber Of Softwood Species LS 771v,4- y IT It HEREBY CERTIFIED that the APA EWS trademarked structural glued laminated timber members were produced in a manufacturing facility subject to. regular audits in accordance with the Engineered Wood Systems (EWS) Quality Assurance- grogram.. Routine audits include inspection of the manufacturing process and evaluation of thein -plant QA,prograrn with adequate sampling, to' verify conformance to industry standards for lumber grade and glueline bond quality. Vh ���• � W 0 0,04*ti do ty y _• T �*42% by� Thomas G. Williamson Executive Vice President ENOwEERED WOOD SYSTEMS is aroweo corporetton of ARA — THE ENGINEERED WOOD ASSOCIATION 7011 Soum 19th Street - P.O. Box 11700 - Tacoma, WA 084 11 -0700 Taephone: (253) 565-6900 - Fax Number: (253) 565-7265 COUNTY OF BUTTE - DEPARTMENT Oi DEVELOPMENT SERVICES - BUILDING DIVISION t 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 4R��MIT NO. (Rev. 12/96) APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER 040-670-002 ZONING 1 R-1 BUILDING PERMIT OWNER JOHN DRAPER A79-7155 M71 99 TELEPHONE 9255 SO. FT. OCC. BUILDING VALUATION _ .OWNERS MAILING ADDRESS ED BOX 1103 PARADISE CA 95967 3764 R 203,256-00 CONTRACTOR'S NAME OWNER TELEPHONE 1053 U t81954.00 CONTRACTORS MAILING ADDRESS 4-18 C 9694-00 CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. —Fling Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan CheckingFee $ 70690 BUIL Irs E Energy Plan Checking Fee $21-00 $ PERMIT FEE $ LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF �p Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 1 19.0C Solar or heat pump water heater 23.00 Water piping 15.00 15-00 Each as water heater or vent 15.00 15 _no TYPE OF WORK New EX Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: ZLBD NEW SINGLE FAMTT.Y Gas piping stem 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home S G 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 i full force and effect. fj �•- License Class Lic. No. SJ 2-),3(.,, OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO 1000A 46.00NEW CONST. owELUNG occuP. OR ADDNS. ( a Ate. sLDs. s° 3.50- =R°.ID MULTI.OUTLET 97,50 POWER APPARATUS 8 SINGLE OUTLET CIR. Ex. OCCU ourLEroRFDCTUREs eA20'I so FIXED APP RAID.°�a Ex. Occup. 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE t WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Fling Fee 1 20.00 Heating Cooling Hood 6.50 Ventilation GAS FURNACE PERMIT FEt Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) LSI 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 '� ��__ Date �O 0 3 _ Signature of Applicar(t - ❑ Owner 'Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height Mobile Home Installation Fee $ Energy Inspection Fee $ 46.00 ° TOTAL FEE $ 2395.40 HAZ. D. F MP FLOOD CDF pARCE U This permit is hereby issued under of the Butte County Code and/or indicated above for which fees have yZ VP �RNhXPIRES ON the applicable provisions Resolutions to do work been paid. Dae �3 Dale Receipt No. WHITE-D.D.S.-B.D. CANARY- SE OR PINK -INSPECT GOLDENROD- PPLI BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District C/ n 3b Building Department No. � A.P. Number Jurisdiction: City County Property Owner 2 46t Property Location/Address T I J% Subdivision Lot No. Residential Development Commercial/Industrial Building Department No o Living Mobile Home Units Installation 0 FI New Addition .................................................................................................................. 7 i Sq. Footage / Addition/ *Supplemental to (Group R) Conversion Permit # .,, (No foundatiommspectioh)- !. i- r- >• - = Sq. Footage ; s (Including Exterior Roofed Areas`) Date imoor rians reviewea ov bcnooi uistnct District Identification No. School District certifies that 2 (City) has complied with the requirements of Resolution No. representing i % squarere feet: 1` , ik. School,Dlstrlct i Paid by Check # / Remarks: U(Applica t) (Phone Number) (State)'— I (Zip Code) -&X by- payment of .$ B 292s f, PUL' "I, MITIGATION' "s s Date Notice: You may protest the imposition of the tees 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 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. Califomia Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeformAs (10/98)dmm BUTTE COUNTY PARRS DEVELOPMENT FSS CERTIFICATION:FORM CHICO AREA RECREATION AND //,,PARK -DISTRICT " Assessor. Parcel Number(s) U. /(n..7V ' w Property Ow Project 'Loc Subdivision -Residential Development: (check one) /New Development _Alteration/Addition Total Number of Dwelling Units Comment: J�%C�.Q) S n ri l e- t /q ✓Yl d -/ Ill=s B,riilding Department Representative Mobilehome(s) _Non -Residential to Residential Pki 0 Date Chico Area Recreation and Park District(CARD) certifies that (Applicant Name) (Phone Number) (Street Address) Port aS,is/� S� I (City) (State)_... (Zip Code) 3 has complied -with the requirements of Butte Co. Resolution No. 90-140 by �.: payment for dwelling units @ $1,189 for total payment of $ CARD Re resentative Date PAID BY CHECK N0. BANK NO.9D-'V v2// PAID BY CASH RECEIPT NO. REMARKS: Distribution: White --Applicant Pink --CARD - park.fec (form revised 11/90) r 11/05/0 #4367, 11:15AM Xrs* TAL $ t 189.00 Yellow --Butte Co. Building Dept.. Goldenrod --City of .Chico Building Dept. COUNTS OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 TELEPHONE (530)538-7541 SCHEDULE OF RECEIPT OF FEES OWNER A.P. # 44 0 ^ 6 7D `' 00 a PROPROSED BUILDING USE 0_" DATE RECEIPT # DATE C. 1. IJILDING PERMIT FEES (yC'� e14 --- Balance Due ..................... --- Additional Fees Due........... $ --- Revised Plan Checking Fee.... $ 2. SCHOOL DISTRICT FEES cAtIn (paid at School District Office) (form available after Plan Check) 3. SHERIFF FEES (paid at Building Division) �. Residential............ X $360.00 =$--4-3 Q •� Units Commercial (sq. ftg.)..... X $0.03 = $ Sq.Ftg. 4. URBAN AREA FEES (paid at Building Division) Residential (per unit)..... X = $ # Units Amt. Commercial (Sq. Ftg.).... X = $ Sq. Fig. Amt. `5. REATION DISTRICT FEES maid at Recreation District Office) (form available after P an Check) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK FEE $89.00 (paid at Building Division) 8. WATER TENDER FEES BATTALION # $200.00 (paid at Building Division) 9. NORTH CHICO SPECIFIC PLAN (paid at Building Division) Residential Zone X = $ Zone # Units Amt. Commercial (sq. ftg.) ......... X = $ Sq. Ftg. Amt. 10. OTHER 11A5. 1 - - - ---� I At time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. These fees may be changed du\rin�g,he plan ecking process. APPLICANT)ATE Io O Pursuant to Government Code Section 66020, you are hereby notified that items, 2, 3, 4, 5, 6, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of 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 -Building Division Yellow -Applicant Pink -Owner (rev. 2/2003) �.' .,��,.,.-7,lafii•fi.,f�5f4f7a+1K +�.:r-.e..,,..�-w.'`N •s�„ •r •"elf—lr•.i+"'4+pr+�Fo�Fli ,i'r=�PwI �'!�p°I"tVe �i .�: r �• 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: kwtj F'A' A. �e4k ASSESSOR PARCEL NUMBER / �' C:;)0-? Proposed Building Use: r L' Counter Technician: /C.r Date: ) h -:>/ to 3 Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. ,r� 1.. Plot plans, 3 or 4 sets, signed�y the preparer of the plans. : Complete plans, 3 or 4 sets, signed by the preparer of the plans. -'�2 :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! . 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 index 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 .! ...1. �... ❑ 9. Plot 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. Other. m inmg items needed to issue the permit. (May require additional plan review upon rec ipt of the following it ms. Fees as shown on the attached Schedule of Fees Due Sheet ....................................... 15"Statement of Intent for Non -heated and A/C Buildings ............................................. I16: Sanrtation and plot plan approval from the Environmental Health Department in C' W t C—A i - ��❑ I7' City of Chico Plumbing permit........................................................................a ❑ '18. California Department of Forestry plan approval ❑ paid. Sent_ by: ...................... ❑ 19. Planning approval for (A) Use: D It (B)Parking: . (C) Parcel Check: -7 - I Contact Land Development about ❑ Improvements, ❑ Drainage ............................... ---�� __-- 2 Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). '"❑ 22. Pre -Inspection for required ................ ❑ 23. Contractor's license information. (Number, Name Style, Classification) ...................... M ❑ 24. Worker's Compensation Carrier and Policy Number ..............:.............................. tet: ❑ 25. Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... 026. Letter of Signature authorization.. 27. Recorded copy of Agricultural Acknowledgment Statement .................................... /�-�$-Q 3 ❑ 28. Manufactured home utility clearance............................................................... ❑ 29. Existing violations and/or expired permits......................................................... ❑ 30. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ ❑ 31. Other: When issued Telephone r j and hold for pickup. I have been informed of the above items and requirements for obtaining a building permit. Glicant: blo 1. Index permit application for the above items numbered:/ J / ! � � Wan Check Letter 2. Additional items required Contractor, designer, owner, was advised',.cf the above data by one, ❑ mail, ❑ counter, by - ate:. ' Contractor, designer, owner, was, advised of the9.abo a data y ❑ phone, ❑ mail, ❑ counter y Dater r " Plans reviewed by: '`Date: llP Plans approved by: Date:/ Structural reviewed by: Date: Q Structural approved by: Date: Note transfer by: Date: Yellow Ruildino Nvkinn E.H. USE ONLY { Plot ReannhAttached d } 'door Rma AtiasAed r� °�' — "' ^ Q ' Soni to B.D. % 0 TO: I_.uilding Department D�/ �• FROM: Environmental Health �, SUBJECT: Sanitation Clearance Owner Location AP# Plan Approved for: Sewage Disposal Water Supply: Public Private Well Clearance for dwelling. Other Z Ho d_ final ` Final clearance O.K. for. NOTE: Environmental Health -Specialist 8/96 Date Gary Hawkins ARCHITECT Sept. 26, 2003 Department of Development Services Building Department Attn: Linda Simpson RE: Larry Murray Lot 2 Fairway Oaks A.P. Building permit number - I have reviewed the foundation system for the above mentioned project. I have revised the calculations for the foundation system to meet the 1000 psf soil bearing capacity as noted in the soils report by Applied Testing Consultants. If you have any questions, please feel free to contact this office. Sincerely, Gary H wkins Architect r , n . - n. 4 w✓ r t - 1370 RIDGEWOOD DR., STE.1 O • CHICO, CA 95973 (530) 892-2700 • FAX (530) 8930532 • garyarch@email.msn,com PLAN REVIEW RESPONSE FORM .In'order'to expedite the review of your plans. please complete the following information and return this forni with your re -submittal. ' this form is not complete, as to all correction items, we will not be able to accept your re -submittal for.review. There must be a val response to every item requested in our plan correction letter. "By others" is not considered a valid response. Ple-W indicate yo response to each item and the location where the information can be found on the plans/calcs. ATTACH THIS FORM TO A COPY OF YOUR PLAN REVIEW LETTER AND RETURN WITH REVISED AND ORIGINAL PLANS. OWNERS NAME DATE: 0 � p�Pl�'iZ �(� • (.l� • � � ASSESSORS PARCEL NUMBER PERMIT NUMBER D40- (40. 007, 1 RESPONSE FOR PLAN CHECK LETTER DATED: 10iffol PLAN CHECK ITEM # N� RESPONSE BY: LOCATION ON PLANS/CALCS: l (pA-a y COMMENTS: G PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: rp.. GF GAL LS . COMMENTS: �i1V (d PLAN CHECK ITEM q RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: A �N �i1V (d PLAN CHECK ITEM N -3. RESPONSE BY: -1)205,5 CA7,C, s LOCATION ON PLANS/CALCS: COMMENTS: ! $ 4.0 " G^,L S. tozw 72&✓SS IIL�P�• �i1V (d PLAN CHECK ITEM 0 ¢ . RESPONSE BY: �2,y LOCATION ON PLANS/CALCS: srtz(.e-r eAze-s . COMMENTS: �f/K�E Z7.Z 27.s Z 7. Z7• fVw- �i1V (d I + 1. �RESPONSE *FOR PLAN CHECK LETTER DATED: I a'=j0•a 3 ` PLAN CHECK ITEM # RESPONSE BY: NTS: LOCATION ON PLANS/CALCS: Ft -VAC yvlkrj Nt,� IS6'rL . PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: S tlyl.-Z-5 SS COMMENTS: SS /C9(� Ei�.li I $ Fr./7 7-v oa4 t r PLAN CHECK ITEM # 7• RESPONSE BY: I SSS LOCATION ON PLANS/CALCS: LOCATION ON PLANS/CALCS: %YLdSS ��YLGs COMMENTS: SS /C9(� Ei�.li I $ Fr./7 7-v oa4 t r P!-e,If-oAv,X12., " f�fvE[s�7Sv Tv TTIE �3utt.�i�,� OFS(�N6e " r� pR-ol► "12 TI Ka /t'1ezrf 7 PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: ,f2•/72_ /fry �� O[ v PLAN CHECK ITEM # �l• RESPONSE BY: G,�., LOCATION ON PLANS/CALCS: S n24",,Z�r. e4h-us •� Fv a. --w A-) W— d "*v COMMENTS: ti !�!d i��-�J /�! �rav s�•S/Ing-� O[ v Ka /t'1ezrf 7 PLAN CHECK ITEM # RESPONSE BY4015 OrPPVYUJ-- LOCATION ON PLANS/CALCS: COMMENTS: IPLAN CHECK ITEM # IRESPONSE BY: LOCATION ON PLANS/CALCS: I COMMENTS: �3TrF 0 RESIDENTIAL PLAN `REVIEW GUIDE ° o :--.` , .. -.- o SINGLE FAMILY, DUPLF..YAND MISCELL4NEOUS ONLY Owner. r Building Permit Number:( r 70 2 -- Plans Examiner: L;/dA A. P. Number: GEL ER.-kL: Zoning requirements — (number of permitted living units). f A2. Plans signed by the designer. r3. Proper description of work on the application. .4! Existing -violations on, the property. Recorded notice of violation. Building permit valuation. PLOT PLA`: 1. Complete parcel size and dimensions. Setbacks, side yard, easements. etc. Other buildings or structures. Grading, fills and/or drainage. I. Flood hazard 6 Special conditions on Parcel Map: Noise Q SRA ❑ Fire Sprinklers ❑ Water Tender ❑ Traffic and Drainage fees ❑ Federal :did Route and/or Federal Aid Secondary Route setback requirement. Building or utilities across lot lines (Lot merger approval by Butte County Land Development) LOOR PLA`: Plans and specifications drawn to scale with dimensions and of sufficient clarity (UBC section 106.3.3). 10% of natural light and 5% of ventilation (Uniform Building Code section 1203). Escape or rescue windows shall have a minimum net clear openable area of 5.7 square feet The matimum net clear openable height dimension shall be 24". The minimum net clear operable width dimension shall be 20". When %Indo« s are provided as a means of escape or rescue, they shall have a finished sill height not more than 44" above the flcor (Uniform Building Code section 310.4). Skti•Iights (Uniform Building Code section 2409 & 2603.7): Glazing in Hazardous locations (Uniform Building Code section 2406). Habitable space shall have a ailing height of not less than 7 feet 6 inches except as otherwise pe:mitLed in this section. Kitchens. halls, bathrooms and toilet compartments may have a ass than ceiling height of not le7 feet , meas.ured to the lowest proiection from the ailing (Uniform Building Code section 310.6.1). - All habitable rooms except kitchens shall have an area of not less than 70 square feet and not less than 7 fed in anv dimension (Uniform Building Code section 310.6.2 & 310.6.3). GFC1 in baths. garage, kitchen, wet bar, and exterior receptacles (NEC 210). Water heaters %%hich depend on the combustion of fuel shall not be installed in a room used or designed to be used for sleeping purposes, bathroom, clothes closets or in a closet or other confined space opening io a bath or bedroom (Uniform Plumbing Code section 509.0). Fuel burning equipment shall not be installed in a closet, bathroom ora room readily usable as abodroom. or is a room. compartment or alcove opening directly into any of these (Uniform Mechanical Coda Garage fireNvall separation - required on garage side including supporting walls and posts (UnitbtMDUN" Code section 302.4 exception #3). Under no circumstances shall a private garage have any opening into a room used for sleeping purposes (Uniform Building Code section 312.4). Wood stove location - Alcove — UbiC section 205 confined space & 223 unconfined space & 304.2). Smok.- detectors (Uniform Building Code section 310.9.1). Page 1 of 2 �Water closet clearances (Uniform Plumbing Code 408.5). Shoa,er companment minimum 1024 sq. in & 30" circle (Uniform Plumbing Code 412.7). ring walls shall be supported on masonry or concrete foundations that shall be of sufficient size to support loads (Uniform Building Code section 1806.3). STRUCTURAL DETAILS: 1. Braced aa11 panels shall start at not more than 8 feet from each end of a braced uall line. Brand wall panels must be in line or offset from each other by not more than 4 feet (UBC section 2320.11.3). Spacing shaU not exceed 34 feet on anter in both the longitudinal and transverse dinxtions (UBC section 2320.4.1_) Braced wall lines must be continuous throughout the structure. 2. A California licensed architect or registered engineer must prepare a lateral analysis for the areas of the building that do not comply with the Uniform Building Code. This must include the designees' stamp, signattur, registration number and expiration date on all sheets of plans depicting the designed elements and cover sheets of calculations. a"' Clerestory requiring balloon framing and/or engineering. &Foundation plants complete cnougb to construct building (Uniform Building Code Table 18-I-C�. ,, p Floor construction details complete enough to construct building. r— A Ovations and wall construction details complete enough to construct buildin .;r— Elg. S Roof construction details complete enough to construct building. jTFvqlacgb e construction ces ction details and calculations if nesary'. arage door header size(s). orcb header stze(s). jpical header size(s)tud heights. ietpansive soil — special foundation design required. g calls requiring design. G)*= vallboard nailing inspection required. e! Z, the area below the lowest floor is full)- enclosed, than a minimum of two openings are required lith a total net area of at least one square inch for every square foot of area enclosed with the bottom of the openings no more than one foot above grade. Alternatively. certification may be provided by a registered professional engineer or architect that the design will allow equalization of hydrostatic flood forces on exterior walls. Building must be designed and anchored to prevent floatation, collapse or lateral movement. Construction design requirements must be shown on the building plans. ectric, beating, ventilation, plumbing and air conditioning equipment and other serice facilities shall be designed and/or located so as to prevent water from entering or accumulating With the components during conditions of flooding. MzsCELLANTOUS ITEMS: Staimay details — landings, rise and run head clearance, handrails (Uniform Building Code section 1003 ). Guardrails (Uniform Building Code section 509). . Brick or stone veneer IT Building Code section 1403). Et terior plaster— weep screeds (Uniform Building Code section 2506.5). - VAPIO Roof pitch for roof covering (Uniform Building Code Table 15 -B -I& 2, 15-D-1 & 2). ,n Foam insulation —protection. � C , • 36" halls and stairways (Uniform Building Code section 1004.3.3.2). /J Twb exits on three —'story dwellings (Uniform Building Code section 1004.2.3.2). ( 6 I ` Underfloor access and ventilation (Uniform Building Code section 2306.3 & 2306.7). Ox . Attic access and ventilation (Uniform Building Code section 1505). Sound requirements. . Energy design compliance and supporting documentation. . CDF responsible arca requirements. , 13UELDING PERMIT REQU EN'rENTS: 1. ❑ SRA. 2. ❑ Flood elevation certificate. 3. ❑ Fire Sprinllers required 4. ❑ Special Inspection requirements. 5. ❑ Use Permit conditions. 6. ❑ Sub -Standard Housing lener. P2ce -- of, AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 COPY of Document Recorded 05 -Nov -2003 2003-0078318 Has not been compared with original BUTTE COUNTY RECORDER 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, U 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: 1-O � S a AN1� 3, AS - :-Oo N oN —% OAT CERiAlN MNP ew't►YLE� " FA�RwAy Osv's SVa'b%V1S%QN ,>v111c1� MAtx w'AS REGo20Eh IN'k COUNTY aF 6VTCE, STme of CALIFvRN1A, GN �JNC ►� s001 �1v �oo1c 1S1 OF MPPS PT PPIGES A3,°14 �R6 ANi3 q6. bmb 1S mftbe hNb AccEP% 'Eb UPON--rV1S C0vENANTS,C0ND1TM%:S ANL) RCSTP-IC'S10NS AS Set FOit-cN INTNA'T GF'FZ'A►N DEGLARPTION arc Mf-ORME) 70NIr n,2.0ol,uWbCP, bV--%M C-WN0) FSCOROE&ZS SSM 1- NO- a00\- ALJ oaSI eWlTS GOVN-rl, cAI-1F0RN1f�, ALI- 019 vJAM" ARE. INC0&P0Ri A-mb %SREIN �y REFCRENc 'rNERETO WITH TNp sflih� FO�Cg (iNDtFFEG-r RS TNOVGkA 7-ULt_11 SST R F•o-rN NERE1r1 LS(4G-�1 flNb GRAN TEES U9 f;cCvr^'TfiNGE OF TN1S ©EED APP, i:DOP �, Rilzl�y AND (�GRE� ►o Ti'IE S E EMS of S AMD DF:C L(\9 PM I (D N .. APN 040- 6"10 -• o0.a- o00 (LUT a. RND 040- 6r10 -v03- o0o (.LoT 33 Date // " `% -- a 3 PROPERTY OWNERS: State of California County of� On _j`- LA- 03 before me, personalty appeared known to me (or proved to me on to the within instrument and a4 capacity(ies), and that by his/her/ the person(s) acted, execut e WITNESS my hand aid 9 >Ccia Signature. A.P. # basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed d to roe that he/she/they executed the same in his/ber/their authorized ►y:k�� gi r�signature(s) on the instrument, the person(s) or the entity upon behalf of which vw.�v�nnr DENISE M. PRICE Seal: "' COMM. 91341280 VOTARY RJBUC o CAUFOtNIA a COUNTY OF BUTTE 47 Commission Expires Jan. 24,.2006 y FROM : PRECISION SURVEYING PHONE NO. : 530 BG5 0162 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE the instvvcifons on paces 1 - Oct. 02 2003 10:57AM P1 O.M.B. No. 3067-0077 Expires July 31, 2002 SECTION A - PROPERTY OWNER INFORMATION For Inaufence Company use: BUILDING OWNER'S NAME Policy Number • -Larry Murray BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 1826 Pasatiempo Drive CITY STATE -- Chico CA 21P CODE 95928 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Oesaiption, etc.) Lot 2 Fairway Oaks Subdivision BUILDING USE (e.g, Residential, Non-residential, Addition. Accessory, etc. Use a Commerns area, it necessary.) Residential LATTTUDEILONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: Lj GPS (Type): ( W -;lW - ##•#' or ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP IRM INFORMATION B1. NFIP COMMUNITY NAME 8 COMMUNrrr NUNIBER 02. COUNTY NAME B3. S7a� BuftCount UnlrmpastedAma8 _ CA AWANDPANEL 85. SUFFIX I 97.FIRMPANEL . ]-- 8B.8ASEF NUMBER 86. FIRM INDEX DATE EFFECTIVFJREVISED DATE B8. FLOOD ZONES) (Zone AO. 6007 000620 C June 1988 0688 810. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ AS Profte ® FIRM ❑ Commun'dy Detaimined ❑ Other (Describe): — B11. Ind tab the elevation datum used for the BFE in 89: ® NGVD 1929 ❑ NAVD 1988 ❑ Other Pam -be): — B12 Is the bulldky (orated in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected ABPA)? ❑ Yes ®No Dec SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED C1. Buid'mg elevations are based on. ® Construction Dm t e ❑ Bulft Under Construction* ❑ Finished Construction Anew Elevation Cerlittcate will be requited when construction of the bulding is oomplate. C2. Butd'ng Diagram Number8 (Select the bulling diagram moat similar fD the buildrig forwhkh this cadmie Is being completed -sae paw 6 and 7. If no dlagram aoourat ly represents the buiklhg, Provide a sketch orphotogiaph.) C3. Elevations – Zonea AI -A30, AE, AH, A (with BFE), VE W AM, V (with BFE), AR, ARIA, ARIAE, AR/A1-AW, ARIAH, AR/AO Complela Items C&-ai below a000" to the buildIng diagram spedfied in Item C2. Sfate the datum used. If Ilra datum is dKelent from the datum used for Ura BFE in Section B, owvert the datum fo that used for the BFE. Show field measurements and datum ooriversbn calculation. Use the space provided or the Comments area of Secson D or Seciron G, as appropriate, to document the datum amveriion. Nahum._ Conversion/Comments;_ Elevation referance mark used Does Ute elevation reference marls used aPpea'on Be FIRM? ®Yes ❑ No O a) Top of bottomfloor(indudbgbawmentoreruiosure) O b) Top of next higher floor _. _k(m) 195.55 Val) v, 0 c) Bothm of bKest horia ntal structural member (V zones onN) . —ft(m) 0 d) Attached game (top of slab) 19(3. 73 ft(m) g ❑ e) Lowest elevation of machinery andlor equipment servic rrg the bulding (Deamtbe In a Comments area) 195.3 fl(m) a Q f) to"ad*ent (finished) grade (LAG) 182.6 fl(m) z O O g) Hghest adlaoent (finished) grade (HAG) 192. 0 h) No. of pernwient openings (flood vents) within 1 ft, above adjacent grade 46 0 Q Total area of all pemranent openk— (flood vent-) in C3 h ARIA 6 W. Coke SECTION D • SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and seated by a land surveyor, engineer, or architect authorized by law to oe* elevation information. I oerlify that the Information in Sections A, 8, and C on this certificate represents my best eflavts to inteipret the data available. I understand Mrat any false statement may be punishable by fine orimprisonment under f8 U S Code, Section 1001, CERTIFIER'S NAME Leslie W. Coke LICENSE NUMBER LS 5712 TITLEtand Surveyor COMPANY NAME Precision Surveying ADDRESS � d STATE CODE 717 FiRh Sbeet Qqqrn SIGNATURE- DATE TELEPHONE v/t/ 10-02-013 5304654194 ..t FROM : PRECISION SURUEYING PHONE NO. 530 865 0162 Oct. 02 2003 10:57AM P2 IMPORTANT: In these spaces, copy the nding Infon�natlon from Section A. For tnsurmhoe Cwrpany use: BUILDING STREET ADDRESS (ircludirg Apt., Unit. Supe. anWor Btog. No.) OR P.O. ROUTE AND BOX NO. go* mnbe 1825 Pasaberl'tpo Drive CITY STATE ZJP OODE Con"M MAIC Number Chico CA 95928 SECTION D - SURVEYOR ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community otffcial, (2) insurance apenUoompany, and (3) building owner. - COMMENTS _.._. C3. a —. - The interior grade under aaM space is not subgrade on all skies. The bench mark is the oub kWiie at the extention of the South propertyline o! Lot 2 elevation 190.18 ❑ Check here altaohments _ SECTWE - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (IMTHOUT BFE) ForZone AO and ZoneA (without 8FE), complete Items Et through E4. It the Elevation Cef at is intended for use as suppo" information fora LOMA or LOMR-F, Section C must be completed. E1. Building Diagram Number _(Select the bulding diagram most similar b the building forwhkih this certificate is being completed -see pages 6 and 7. If no diagram aoaurd* represents the building, provide a sketch or photograph.) E2. The lop of thi@ bottom Boor (indudng basement or andoaure) of the building is _ R(m) _in.(cm) ❑ above or ❑ below (dtadc ort@) the highest adjacent grade. (Use natural grade, it available) E3. For Building Diagrams 68 with openings (see page 7), the next higher floor or elevated floor (eWaton b) of ft building is _ 11.(m) _in.(cm) above the highest adjacent grade. Complete gems C3.h and C3.1 on front of form. E4. For Zone AO only: If no food depHt number is available, is the top of the bottom floor efevaW in accordance with the communiVs floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local oftial must certify this information In Section G. SECTION F -PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The properly owner or ownefs authorized representative who oomptetes Sedions A, B, C (Items C3.h and C3.i only), and E for Zone A (Wthout a FEMA -issued or community. issued OFE) or Zone AO must sten hen:. The statements in Sedions A, B, C, and E are coned to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS SECTION G - COMMUNITY INFORMATION (OPTIONAL) Ched( here N aUachr ant The local offidal who is a it prized by law or ordinance b administer the oommunWe floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable iorm(s) and sign bebw. G1. ❑ The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or archlted who is authorized by state or kcal law to certify elevation it t nation. (Indleate the source acid date of the atavation data in the Gbmments area below.) C;2. ❑ A oommunity olfida) oomploted Section E for a building located in Zone A (**W a FEMA-bwed or eommunk-issued 8FE) or Zone A0. G3. ❑ The following information (Items G4-09) is provided for community floodplain management purposes. G7. The permit has been issued for. ❑ New Construction ❑ Subaltantlel improvement G8. Elevation of asbutl lowest floor (including basement) of ft build ng is: — _ft.(m) Dslum: _ (39.8FE or (in Zone AO) depth of flooding at the building Sita Is: ! _ ft (m) Datum: _ LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENT'S _--- ❑ Cheri( here if attachrnents AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 2003-00783 1 g Recorded I REEC FEE 7.00 Official Records I COWORM 1.00 Countyy Of 1 COPIES 2.00 BUTTE I CANDME J. BRUBBS I Recorder 1 ROSEMARY DICKSON I Assistant 1 Travis 09:27AM 05 -Nov -2003 I Page 1 of 1 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT 1 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, A ,r 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: LOTS a ANt� 3,P15 SAO-jN ON-T1APT cF-P AIN MNP f-N-"-r%XD,"FAIRwAi ON" sv6DIVKTON�,tiNNcH mAQ wAS P' �oo0c 51 ' HE OFF1cE OF THE I:EGORMPn OF THF covrrTY cF SVTTE,-SA-M o� CAL\FORNIA, ON �1V1; 1, a0o1 M 00 P,C PAGESA3,g4,g5 AN6 q6. 'THIS bmb IS mflDE WEN ACc.Jr.Mp OPON'4HE COVENANTS, CONW-TIIONS ANO RCS -VP -)C --T\0 NS AS See FORcN IN -rNPTY G6RTA1N DECLAP-KrION of P-F-STR1CTIoN5 PkE ORDEp SVNE n,9.001, UNDER bV1% GOUN^ry RECOftt>ER'S SF -Mf%►- N0. 01001-A40a5, 6USTC C-oUN-rl►, CALIFORN%f%% ALL o�f wHICN ARE INcot?0-A -b "EREIN �`l t F�RENLE THERETO W ITN THE sfa(�(F FORCE AND til5EGT A5 TNOVGN FULty 5SN FOR-T'N "16pE:\t4 PC I�NGY►i AND GRAN -TEES 64 ACCSfrTPNG� OF -TN►s DEED APQ�OV�, ADOPT, Rt1-cl�ry ANO AGRE�r ;o -M6 - EC emS OF S A\D br-C LA9 9Cf 10 N .. APN 040- 00-o0a-ooO (SIV a, FAND 040- 6710-0036-o00 (_ c�3 Date t / — `% -- O 3 PROPERTY OWNERS: State of California ) County of Z" JA P ) On k\- L -t- 03 before me, personally appeared leA-ersonally known to me (or proved to me on the basis of satisfacto evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknod to roe that helshe/they executed the same in his/her/their authorized capacity(ies), and that by his/her I�r si nature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, execute e I Str ent. WITNESS my hand al�d9 I 7m / _ ,��, , Signature A.P. # DENISE M. PRICE Seal: COMM. #1341280 y NOTARY PUBLIC • CALIFORNIA 7D �- COUNTY OF BUTTE Commission Expires Jan. 24,.2008 GIr SITE PLAN REVIEW APPLICATION Date: -7 AP# 0 L) — 1/ 7 Q— 00) `- Permit Number (if applicable) Q 3 " 20 6 I APPLICANT INFORMATION Parcel Size: 9 �- Owners Name: Owners Address: 0 S(> X ) ( 02, Pia f.f�iS ZE C,4 g !S Telephone No.: 87 2 – T 3S S Situs Address: P R SP; —i i � Yr-- e ® Proposed Use: Residential It New Single Family Residential ❑ Single Family Addition ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition Other ❑ Septic ❑ Agricultural Exempt Building ❑ Other: Brief Explanation (if necessary): ❑ Single Family Remodel ❑ Commercial Remodel ❑ Industrial Remodel ❑ Well DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) ❑ Approved Conditionally Approved ❑ Resolve Problems Prior to Approval ® Site Plan Stamped Approved By Le Date Page 1 of 5 r ALL ITEMS CHECKED APPLY TO THE PROPERTY 'I Parcel Is In: ❑ Snow Load Area: ❑ Land Conservation Act Minimum Acreage: ❑ Verify residence can be built per contract ❑ Nitrate Action Plan (See Environmental Health for standards) ❑ Watershed Protection Overlay Zone (See attached standards and requirements) ❑ Expansive Soils (Test for expansive soils and if verified proper foundation design required) ❑ SRA - (CDF to determine specific requirements) 100 -Year Flood Plain: (See attached) • Flood Zone: A E • Flood Panel No.: D S20 Index Date: 6- 8- -� S ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Minor Variance ❑ Variance ------------------------------------------------------------------------------------------------------------------- ❑ Detached Building Use Form ❑ Encroachment Permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement Zoning: Applicable Building Setbacks: ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front EC) C4—IL-- 4—LSide Side Side Street Rear S Height Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 Cl Applicable Development Fees: Standard Fees Amount ' Formula ❑ Fire ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area — Road ❑ Thermalito Drainage Area ❑ Thermalito Urban Area ❑ Other -------------------------------------- Subdivision'Map Special Fees ❑ Water Tender ❑ Road Improvement ❑ North Oroville Area ❑ Other (per map) * Check with school district to verify actual fee if pre -application review. A final determination will be made at the time of the building permit. Parcel Created By F] Deeds: Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation:❑ No ❑ Yes Comments: ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Page 3 of 5 L9 Subdivision Map/Parcel Map: -�74:!�) t2. yJp,--I OA1eS Sc�r3 Map Date of Recording: 6' �— Lot: 1-- Book: S ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: Page: C� 3 49 Parcel Map/Subdivision Map/Use Permit Conditions ED Comply with the following Conditions of Approval: ))T-p)C�-; eT> ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 ❑ Automatic fire suppression sprinkler systems shall be installed in accordance with the National Fire Protection Association Standard for installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet the Fire Department specifications, serves the pazceL ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988, as amended. ❑ Provide an erosion control plan for building and land disturbance. The Erosion Control Plan must be prepared by a registered civil engineer or other qualified professional and be submitted to and approved by the Department of Public Works. ❑ In lieu of a pressurized water system or water storage tank, payment into the appropriate Battalion Water Tender Fund may be required. ❑ Measures shall be taken to control fugitive dust emissions from'all driveway and other civil construction associated with residential development. Approved dust control measures are found in the fugitive dust control plan for the site approved by the Butte County Air Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. ❑ Property owners responsible for road maintenance, and stop sign maintenance. Page 4 of 5 a� r Zi Ifs 4 ew lt� , ANe .Z -S.r7W6 'L -W4" r LONGFELLOW UMBERCO.*INC* Quality Truss Design • Roof & Floor Systems 89 Loren Avenue • Chico, CA 95928-7434 Phone (530) 893-0112 9 (800) 678-0112 Fax (530) 893-0140 E -Mail: trusses@longfellowlumber.com Customer: JOHN DRAPER Job No: 3750 ENGINEER FAIR OAKS SUBDV. Mitek Industries, Inc. Address: Redong (Ray) Yu 7777 Greenback Lane, Suite 109 DRUHAM Citrus Heights, CA, 95610 (916) 676-1900 APPROVED INSPECTION AGENCY Timber Products Inspection, Inc. . AP#: P.O. Box 20455 Portland, OR 97220 (503) 254-0204 G -20E (Rev. 3/03) �Ac� MCOU 'E �NG IDEN"'TM 0 Novy, A . M MiTek Industries, Inc. 7777 GREENBACK LANE SUITE 109 CITRUS HEIGHTS CA 95610 USA FAX (916) 6761909 TELEPHONE (916) 6761900 May 31, 2002 Longfellow Lumber 89 Loren Avenue Chico, CA 95928 RE: Trusses supporting A.C. Loads MiTek Industries, Inc. truss designs are adequate to support up to an additional 150 pounds per truss due to mechanical loads. If this load falls at a panel point, no revision to the engineering is necessary. If it falls in between panel points, a 2X scab of equal size and grade as the top cord is required forlhe full panel length carrying the load. Attached with l Od nails at 12" o.c. These rules only apply to residential 2' o.c. truss applications with greater than 3/12 pitch. For commercial building span of truss shall be limited to 30'- 0" maximum. If you have any questions, please call meat 1-800-772-5351. VVDFESS(p ONG kc" C9 �� NO. 049.919 EXP -30-04 Reding` . Director of F®�e.61 Western Operations 00 RY/ek 6�� SHAPES 01 nry CROS SECTION C -C COMMON TRUSSES RIDGE C HIP .RAFTERS SHAPED BLOCK CROSS BLOCK PLAN VIEW "C ALTERNATE DETAIL: WHEN HIP RAFTERS DO NOT MEET 0 COMMON TRUSS.- -4lPfwM(paol ve0 N D7FIEPS) O 5L79'0,,-- (M6,011 tHIP�- TOP CHORD JACK EXTENSION END JACK SETBACKCOMMON TRUSSESRUSSES — SECTION 8-8 WD -2359 CALIFORNIA HIP YITk Industries, Inc. 6-20-91 REV, 71/0l9Z i. BUTTE COUNTY, wort: SEE ENQN6ER1116 For pArrEp, JACK AYDTRDSS AE516NS, 30IL®ING ®EPARTME LATERAL STAO/,LlTy OF Roof rySTBM To pg PRowpEp /3y pRoJECT pE516UEa, _ p p p � �,/ Fll '5tAPl-ZTt-bCPl2WlglJ Y�ragta6)04-0" O.C. Ctw P -) TOP CHORD BRACING PERTOP CHORD JACK -EXTENSIONS' ENGINEERING SPECIFICATIONS. 1 r HIP f2• �v SECTION A-,4 Sltpk miY ) Ffm-S k & v2AFTz*xs ararT CK M I rl . Lu M Pmt?` m. M��Ca LoA�I�lEr IaS� . t oil 2pi o'I MA1l. -mr Corp M TCA I. 1�0(12 O•. 4/1 2 . M GAwn p1TC+ : fie. sVAc1N6- 24" o,ea . ... . = kL. oLs `co � Com►rerJ:.:vv�� --oeL. 1 —11 . PAT. 1140621"' , 2�I ,p11 k I I lurp2 r K- cod 4. (ol mIrm. 0P 2-IW.TO&4wk-) -Tap <,�e1?-b coda. tj12 ►o-d'�o�-n1A��s 1 ' co►J►J. w/ NkI s. e;o TGr C- -6F?-n. I 13UTTE COUNTY MAY w- 2 Loll neR°EEssr ��� 3UILDING DEPARTE OIZ T. �Lar�l r t L � C, mvo4 & rNb TAGS 9-30-049 sl�l� F c�ti�F ,APR 2 4 200 Handling A Erection Miscellaneous Informallon Bracing Information Connector Hardware Lumber MiTek Industries, Inc. 3140 Cold Camp Dr. 1140 Car.lm hrf - d m�rf..ha no b. pamh.d. Urpmy rd prrmrr talrfq la hAA mrpaud The u.o d dd. avtprrrd nW b..prlld by ao dator- d dr. awV.dwva AS tdrd brag .Podkd'b kr trfcYq bWldud wab nwt6an rd ' Co.roor yatm n mndma.d In ®dmMfiTPI Wrbr nun bw a mok ban fn mod k=Pl"*r rd for Md 41x+1 luu..ha M dw�rd rM .d br ndrr., lb bd. � b b..pOW b ar Cbdr dl n.a+f.r► md. mrpraen. ppra.l..d hwra6tf ham Ifr d.dpirdtln mrpd. nnray.6da. wglNf mnpmad. htd kcal hllary mat b.Yrn.nd. W.b brat .fire r�/rd "a h. dare Plda mrr h. Mtdd m bah Ica dlM krt6orwNtoWrtay.rtbdld. impmkn d+ofu end rtud b. d uu dr. d mode r_.� n,,.� Rancho Coldora, CA 956f0 (800)Y12S1S1 RAX (916)671-1225 oarpor.rf u.l atr r k.do rd Isdwipf r. oonTl.l.. N tr Ikn. duo ►seat pear IM dn�7n bar M .{pId to / Or. dnbr akrl. fbw. da. rot sad cod. r.giifn+rt. 0011 OT USE THS DESIGN. h. mrrok kdu kK b phwd rpced r.b k.ph Ctenl mmbwr r. Yrurvd b b. Ulna/ nda mm b. d IM dx... . rd a�pc� Bonn " d,o.n r,d .yud b « banr Ihui Ih. pd. fpaSiod w ` Copyright (C) 1992 Design Criteria er orr{rarti, Cr. nod W faded b ka1.a mr{nM' a pmpr E..1kya Ad..b. i4d kMrer 01f dn.kp .Itoorod .d read, re , adr IM nrrwd C.fpr d the unl ao.n - aro bad. d da. ;=. br aa.n-di. dn.kp. r.ID.krd a drdhkq, polka ucdYp mddab. Rmtr.H d Idrd bnckq Rda b the NmTnro Iola add droa k, ddhkkn. d ri typo rd buWa.. Pmkkn CHARTER MB.SBEA sqn rrmorWa .paAid w h pie., ape end prap.dy Ircd Y mnhr.an and dfir rry d..yn ..antra Mtuld tM mlmv rd rd addkbul tredq kr Ih. Quad b M dti lido pWm .rnmddnry.bwd pHf Wasdiv MRN kdrrprta, ke. fmmn m omad rd .®pt. m r..paabiey b ny la.bation, hawkq, .1;prri. w Wows. b piarHd Ih. dmVnrdth.mrpla.n„w,... fkm o..ben _ ..b uWW wAh th. Yi.drwbbn d NDS. :mf 4on d mrq-.nu. MC rd TPl IMPORTANT: READ ALL NUTES ON THISDRAWING! S C - PBO5 MITelc Industries. Inc. O Page 1 of 7 PIGGYBACK TRUSS CONNECTION DETAIL THIS CONNECTION DETAIL SHALL ONLY APPLY TO PIGGYBACK SPANS < 16' PIGGYBACK TRUSS ROOF SHEATHING TO BE r CONTINUOUS OVER JOINT. ATTACH PIGGYBACK TRUSS TO EACH PURLIN WITH 2 - 10d NAILS TOENAILED. MAXIMUM PURLIN SPACING = 24" O. Z OR THE MAXIMUM ALLOWED ON THE TOP CHORD OF THE BASE TRUSS BASED ON DESIGN REQUIREMENTS. LU �...e �.: ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS WITH 2 - 19d NAILS. NOTE: A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. BASE TRUSS GENERAL NOTES: ?AQ (1) ALL NAILS SHALL BE COMMON WIRE NAILS OR EQUIVALENT. (2) TEMPORARY BRACING FOR ERECTION SHALL BE THE RESPONSIBILITY OF QUALIFIED BUILDING DESIGNER. ►o/yq�� (3) TRUSS ENGINEERING FOR BASE TRUSS AND PIGGYBACK TRUSS SHALL �aeri BE REVIEWED TOGETHER WITH THIS DETAIL. (4) THIS DETAIL CONSIDERS CONNECTIONS FOR GRAVITY LOAD ONLY >/U° ANY REQUIREMENTS FOR WIND, SEISMIC, UPLIFTING OR LATERAL 9914 FORCE -SHALL BE DESIGNED BY QUALIFIED BUILDING DESIGNER. �'y E' ic9-3Cl-0h WARNING - Verify design parmnefers and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE De Ign valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual bu ding component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporallep of_.„ coI ing designer — not -truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onolrlo Drive, Madison, WI 53719 MiTek Industries, Inc. Job Truss Truss Type Qty ply 10.5-0 4-10.8 16-0-0 a., s -61z LOADING (psf) R8846059 3750 Al CAL HIP 1 1 POO I/defl PLATES GRIP TCLL 16.0 Plates Increase (optional) - - - --• - - .-- ..__. _... -.,,.. —.,,—,,,-- I.— - „ray, v1 va.vr:vv cvva rage 1 5.6-12 610-19 10.1.1 10.5 16-0-0 I 17-0-0 1 5.6.12 043 4-2.2 043 5.6.12 1-0.0 Scale = 1:28.4 5x8 \\ 4x4 2 tiny = - - .. ., 4X4 = 1.5x4 II 3x4 - LUMBER BRACING "TOP CHORD 2 X 4 OF No.1-G TOP CHORD BOT CHORD 2 X 4 DF No.1-G WEBS 2 X 4 DF Std -G BOT CHORD REACTIONS (lb/size) 1 =965/Mechanical, 4=1024/0-3-8 Max Horz 1=-41(load case 3) Max Uplift 1=-159(1oad case 5), 4=-220(load case 5) FORCES (lb) - First Load Case Only TOPCHORD 1-2=-1696, 2-8=-1515, 3-8=-1515, 3-4=-1696, 4.5=11 BOT CHORD 1-7= 1523, 7-9= 1515, 9-10= 1515, 10-11 =1515, 6-11 =1515, 4-6= 1523 WEBS 2-7=139, 2-6=0, 3-6=139 Sheathed or 4-4-12 oc purlins, except 2-0-0 oc purlins (4-3-8 max.): 2-3. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. 8) Girder carries hip end with 6-0-0 end setback 9) esign assumes 4x2 (flat Orientation) urlins at oc spacin indicated, fastened to truss TC w/ 2-10d nails. 1 Specta anger s or connection required to support concentrated loads► 2 own and 302.61b up at 10-3-8, and 234.Olb down and 302.61b up at 5-8-8 on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1-2=-52.0, 2-3=-100.2, 3-5=-52.0, 1-4=-27.0 Continued on page 2 Q ROFESS/O .� C. ANn_ e C17180 z * EXP. OC / 05 q�FOF CANE April 4,2003 Q Warning - verify daslgn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with Mrrok connectors. This design Is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofrto Drive, Madison, WI 53719 ,regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -08 Duality Standard, DS"9 Bracing Specification, and HIB -91 p T® . I b-8.12 5.612 10.5-0 4-10.8 16-0-0 a., s -61z LOADING (psf) SPACING 2-0-0 CSI DEFL in POO I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.61 Vert(LL) 0.05 7 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.09 6-7 >999 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(TL) 0.03 4 n/a BCDL 7.0 Code UBC97/ANS195 1st LC LL Min I/deft = 240 Weight: 62 Ib LUMBER BRACING "TOP CHORD 2 X 4 OF No.1-G TOP CHORD BOT CHORD 2 X 4 DF No.1-G WEBS 2 X 4 DF Std -G BOT CHORD REACTIONS (lb/size) 1 =965/Mechanical, 4=1024/0-3-8 Max Horz 1=-41(load case 3) Max Uplift 1=-159(1oad case 5), 4=-220(load case 5) FORCES (lb) - First Load Case Only TOPCHORD 1-2=-1696, 2-8=-1515, 3-8=-1515, 3-4=-1696, 4.5=11 BOT CHORD 1-7= 1523, 7-9= 1515, 9-10= 1515, 10-11 =1515, 6-11 =1515, 4-6= 1523 WEBS 2-7=139, 2-6=0, 3-6=139 Sheathed or 4-4-12 oc purlins, except 2-0-0 oc purlins (4-3-8 max.): 2-3. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. 8) Girder carries hip end with 6-0-0 end setback 9) esign assumes 4x2 (flat Orientation) urlins at oc spacin indicated, fastened to truss TC w/ 2-10d nails. 1 Specta anger s or connection required to support concentrated loads► 2 own and 302.61b up at 10-3-8, and 234.Olb down and 302.61b up at 5-8-8 on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1-2=-52.0, 2-3=-100.2, 3-5=-52.0, 1-4=-27.0 Continued on page 2 Q ROFESS/O .� C. ANn_ e C17180 z * EXP. OC / 05 q�FOF CANE April 4,2003 Q Warning - verify daslgn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with Mrrok connectors. This design Is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofrto Drive, Madison, WI 53719 ,regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -08 Duality Standard, DS"9 Bracing Specification, and HIB -91 p T® . I Job Truss Truss Type Qty Ply R8846059 3750 Al CAL HIP 1 1 (optional) Longrenow Lumber Co., Inc., L:nlco, ca. yoazD-7464 4.ZVl SH1 s Uct 1 7 2UU2 MiTek Industries, Inc. Fri Apr 04 08:07:00 2003 Page 2 r LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 2=-234.0 3=-234.0 ` VI `JAG �� �D i V Warring -Verily design paramot— and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MII.7473 BEFORE USE t• Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during conshucllon Is the responsibiility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Duality Standard, DSB-89 Bracing Specification, and HIB -91 �� r� Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 . t Job Truss Truss Type Qty Ply 3750 A2 QUEENPOST 1 1 Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434 4.201 SRI s Oct 17200 MiTek Industries, Incl Fri ADr 04 08:07:01 7nn--it R8846060 I 4-3-0 B -DO 11.8.12 16-0-0 17-0-0 4-3-0 3.812 3-8.12 4-34 1-0.0 4x4 = Scale = 1:33.0 1� 0 REACTIONS (lb/size) 1 = 483/Mechanical, 5 = 543/0-5-8 Max Hoa 1=-73(load case 3) Max Uplift 1=-37(load case 5), 5=-90(load case 5) FORCES (lb) - First Load Case Only TOPCHORD 1-2=-717, 2-3=-523, 3-4=-523, 4-5=-711, 5-6=10 BOT CHORD 1-7=634, 5-7=626 WEBS 2-7=-190, 3-7=278, 4-7=-180 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. a @�® LOAD CASE(S) Standard Q�OFESS/pN 'l.Y l� � QFC � C• ANO ��c�` 4 p5` ,G VEY C 17180 Z rn ®V�`® * EXP. 06/30/05 STgT CIVll FBF CAlIFO� /April 4,LV116 Waming • Vori/y doslgn pammoters and READ NOTE9 ON THIS AND INCLUDED MITEK REFERENCE PAOE MII• Design valid for use only with MITek connectors. This design is based only upon parameters shown, end Is for an Individual building Component to be E Installed and loatlad verllralty, Applicability of design parementers end proper Incorporation of component Is responsibility of building designer - not truss designer. arecing shown is for lateral support of Individual web members onty. gddilbnal temporary brecing to Insure stability during Construction is the �sgp� nig it b the eq e'ry dpi slorege, delivery, ereUbn ndvbradng, cons Il QST -98 Quelbilry SlendarduiD8B�9 si ring or generalSpecifimitigulend HIB -91 handling Installing entl aredng Rewmmendalon evalaDle Com Truss Plate InsliNte, 533 D'OnoMo Drive, Madison, WI Braci53719 ng 8-0-0 3x8 - 3x4 180-0 8-0-0 8-0-0 LOADING TCLL (psf) SPACING 16.0 Plates Increase 1-10-8 1.25 CSI DEFL in (loc) 1/defl PLATES GRIP TCDL 10.0 Lumber Increase 1.25 TC 0.13 BC 0.49 Vert(LL) Vert(TL) -0.08 1-7 >999 M1120 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) -0.13 1-7 >999 0.01 5 BCDL 7.0 Code UBC97/ANSI95 n/a 1st LC LL Min I/deft = 240 Weight: 64 Ib LUMBER TOP CHORD 2 X 4 F No.1-G BRACING BOT CHORD 2 X 4 OF O TOP CHORD Sheathed or 6-0-0 oc purlins. WEBS 2 X 4 DF td -G Std -G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1 = 483/Mechanical, 5 = 543/0-5-8 Max Hoa 1=-73(load case 3) Max Uplift 1=-37(load case 5), 5=-90(load case 5) FORCES (lb) - First Load Case Only TOPCHORD 1-2=-717, 2-3=-523, 3-4=-523, 4-5=-711, 5-6=10 BOT CHORD 1-7=634, 5-7=626 WEBS 2-7=-190, 3-7=278, 4-7=-180 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. a @�® LOAD CASE(S) Standard Q�OFESS/pN 'l.Y l� � QFC � C• ANO ��c�` 4 p5` ,G VEY C 17180 Z rn ®V�`® * EXP. 06/30/05 STgT CIVll FBF CAlIFO� /April 4,LV116 Waming • Vori/y doslgn pammoters and READ NOTE9 ON THIS AND INCLUDED MITEK REFERENCE PAOE MII• Design valid for use only with MITek connectors. This design is based only upon parameters shown, end Is for an Individual building Component to be E Installed and loatlad verllralty, Applicability of design parementers end proper Incorporation of component Is responsibility of building designer - not truss designer. arecing shown is for lateral support of Individual web members onty. gddilbnal temporary brecing to Insure stability during Construction is the �sgp� nig it b the eq e'ry dpi slorege, delivery, ereUbn ndvbradng, cons Il QST -98 Quelbilry SlendarduiD8B�9 si ring or generalSpecifimitigulend HIB -91 handling Installing entl aredng Rewmmendalon evalaDle Com Truss Plate InsliNte, 533 D'OnoMo Drive, Madison, WI Braci53719 ng 3-3-6 6-0-0 3-3-8 2-8-8 1.5x4 3x8 II r--\ 4x4 = Scale = 1:21.9 LOADING (psf) TCLL 16.0 SPACING 2-0-0 Plates Increase 1.25 3-3.8 CSI1� 2-111-8 1 i DEFL in floc) I/deft PLATES GRIP TCDL 10.0 Lumber Increase 1.25 TC 0.23 BC 0.48 Vert(LL) 0.021-5 >999 Vert(TL) M1120 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.46 -0.03 1-5 >999 Horz(TL) 0.01 4 BCDL 7.0 Code UBC97/ANSI95 (Matrix) n/a 1st LC LL Min I/deft = 240 Weight: 31 Ib LUMBER TOP CHORD BRACING 2 X 4 DF No.1-G TOP CHORD Sheathed or 5-6-11 oc purlins, except end verticals. BOT CHORD 2 X 6 OF SS -G WEBS 2 X 4 DF Std -G BOT CHORD Rigid ceiling directly applied or. 10-0-0 oc bracing. REACTIONS (Ib/size) 1 =997/0-3-8, 4=828/Mechanical Max Hoa 1 = 189(load case 4) Max Uplift 1=-83(load case 4), 4=-154(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1321, 2-3=19, 3-4=-56 BOT CHORD 1-6 =1154, 5-6 =1154, 5-7 =1154, 4-7 =1154 WEBS 2-5=1141, 2-4=-1361 NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Special hanger(s) or connection(s) required to support concentrated load(s) 965.Olb down and 138.51b up at 2-0-0, and 483.0Ib down and 69.31b up at 4-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 Uniform Loads (plf) Vert: 1-4=-14.0, 1-3=-52.0 Concentrated Loads (lb) Vert: 6 =-965.0 7 =-483.0 ,E. O ' i � t ;, . a �' ,. P IJIL j.4'r ).'. ti ,?,oF ESSIp C. ANn_ '. TZC 17180 * EXP. 06/30/05 * s� C I V I �P �' OFCA1.1F��/ A ;1 n onnn •�h., ,� �•cvvo ',Q Waming -verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7073 BEFORE USE Design valid for use only wIN MfTek connectors. This design b based only upon pawme'ors shown, and K for an Individual building component to be QD Installed and loaded vertically. Applicability of design perementere end proper Incorporation of component Is responsibility of building designer. not truss designer. Bredng shown is for laterel support of IndlNdual web 10 nty. Additional temporary bredng to Insure Stability during ConsWction is the responsibillity of the eredor. Additional permanent bredng of the overall strudure Is the responslhirty of the building designer. For general guidance regaNing fabrication, quality control, storage, delivery, erection and bredng, consult OST -88 Quality Standard, DSB-89 Bracing Specificallon, and HIB -91 "riandling InslaUing and Bradng Rewmmendation available ham Truss Plate Institute, 583 D'Onohio Drive, Madison, WI 53719 iTeW, Job Truss Truss Type Qty Ply 58-12 4-0-1 4-5-3 4.5.3 4-D-1 I 5-6-12 Plate Offsets (X,Y): 12:0 -3 -10,0 -3-01,13:0-3-15,0-2-81,17:0-3-15,0-2-81,19:0-3-10,0-3-01,11 4:0-8-0,Edgel R10394438 3750 C1 CAL HIP 1 1 PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.62 (optional) w„y,. — a. , 1-1u, — D"JJGo-/— 4 ZV r On I 5 VCt 1 r LUVL IVII I eK Inausines, Inc. IUe VCS 14 vtl:3L:na LUU.1 rage I -1-0-01 5-6-12 5-115 91,13 1 14.0-0 I 18.53 1 22.1-1 225 28-0-0 F9.0-0 1-0-0 5-6-12 04-3 3.7.14 4-5-3 4.5-3 3-7-14 04-3 5.6-12 1-0-0 Scale = 1:49.7 5x8 8 6.00 12 3 3x4 3x8 - 3x4 - 5x8 4 17 5 6 18 7 Fr 4 I o 2 9 1El1 O� 6 0 5x8 i 16 15 14 13 12 11 5x8 3x4 - 3x4 =6x16M1120H = 3x4 - 3x4 - 2x4 II REACTIONS (Ib/size) 9=1563/0-3-8, 2=2063/0-3-8 Max Horz 2=-121(load case 31 Max Uplift 9=-233(load case 5), 2=-241(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=26, 2-3=-4207, 3-4=-3685, 4-17=-5280, 5-17=-5280, 5-6=-4151, 6-18=-2753, 7-18=-2753, 7-8=-58, 7-9=-3170, 9-10=26 BOT CHORD 2-16=3746, 15-16=5280, 14-15=5460, 13-14=5460, 12-13=5460, 11-12=4151, 9-11 =2809 WEBS 3-16=1114, 4-16=-1912, 4-15=648, 5-15=-209, 5-13=618, 5-12=-1524, 6-12=729, 6-11 =-1676, 7-11 = 1030 NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are M1120 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1Od nails. JOAD CASES) Standard ontinued on page 2 i O uTTE C ' , .ra-i �IjILD• D 'A, itf y 1•` 0?,OF ESSIO C. ANn.. � *7 C17180.Z EXP. 06/30/05 1ST CIV11- �P \CF CALIFO�/ October 14,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll•7473 BEFORE USE Design valid for use only with MTek connectors. This design is based onty, upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Spermcation, and HIB -91 r Handling Installing and Bracing Recommendation available from Tress Plate Institute, 583 D'Onofrio Drive, Madison, W 153719 Xe.3+ , 56-12 1 9-6-13 1 14-0.0 I 16-53 22.5-4 28-0-0� 58-12 4-0-1 4-5-3 4.5.3 4-D-1 I 5-6-12 Plate Offsets (X,Y): 12:0 -3 -10,0 -3-01,13:0-3-15,0-2-81,17:0-3-15,0-2-81,19:0-3-10,0-3-01,11 4:0-8-0,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.62 Vert(LL) 0.29 13-15 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.47 13-15 >712 M1120H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.09 9 n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min I/dell = 240 Weight: 147 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1-G TOP CHORD Sheathed or 2-11-11 oc purlins, except UV BOT CHORD 2 X 6 DF SS -G 2-0-0 oc purlins (2-6-14 max.): 3-7. WEBS 2 X 4 DF Std -G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 9=1563/0-3-8, 2=2063/0-3-8 Max Horz 2=-121(load case 31 Max Uplift 9=-233(load case 5), 2=-241(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=26, 2-3=-4207, 3-4=-3685, 4-17=-5280, 5-17=-5280, 5-6=-4151, 6-18=-2753, 7-18=-2753, 7-8=-58, 7-9=-3170, 9-10=26 BOT CHORD 2-16=3746, 15-16=5280, 14-15=5460, 13-14=5460, 12-13=5460, 11-12=4151, 9-11 =2809 WEBS 3-16=1114, 4-16=-1912, 4-15=648, 5-15=-209, 5-13=618, 5-12=-1524, 6-12=729, 6-11 =-1676, 7-11 = 1030 NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are M1120 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1Od nails. JOAD CASES) Standard ontinued on page 2 i O uTTE C ' , .ra-i �IjILD• D 'A, itf y 1•` 0?,OF ESSIO C. ANn.. � *7 C17180.Z EXP. 06/30/05 1ST CIV11- �P \CF CALIFO�/ October 14,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll•7473 BEFORE USE Design valid for use only with MTek connectors. This design is based onty, upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Spermcation, and HIB -91 r Handling Installing and Bracing Recommendation available from Tress Plate Institute, 583 D'Onofrio Drive, Madison, W 153719 Xe.3+ , Job Truss Truss Type Qty Ply R10394438 3750 C1 CAL HIP 1 1 (optional) Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Tue Oct 14 08:32:56 2003 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 Uniform Loads (plf) Vert: 1-3=-52.0, 3-17=-104.0, 17-18=-52.0, 7-18=-20.0, 7-8=-52.0, 7-10=-52.0, 2-14=-28.0, 9-14=-14.0 Concentrated Loads (lb) Vert: 3 = -312.0 14 = -828.0 fM` �Offl GA A& Warning -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with MTek connectors. This design is hazed ony upon parameters shown, and Is for an individual building component to be� Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss ` designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Duality Standard, DSB-89 Bracing Specification, and HIB -91 ! Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo 06". Madison, WI 53719 t f e k" Job Truss Truss Type Qty Ply LOADING (psf) SPACING 2-0-0 810394439 3750 C2 CAL HIP 1 1 TCLL 16.0 Plates Increase 1.25 TC 0.97 Vert(LL) 0.13 (optional) --"--'--- --...__. __., ......,. — I--- t.— -11 . -11 .. wv uruuaurca, cru- ruc vac ry vo:ocai zvvo rdge r I1-0-01 7.6.12 7-lp-15 11$9 1 1637 1 20-1.1 20(24 28-0.0 �9-0-0 3 1-0-0 7-6-12 0.4-33-9-9 4-r, 15 3-9-9 0-4-.3 7-6-12 1-0-0 r Scale = 1:49.9 4x4 6.00' 12 3x4. - 3 4 3x8 - 4x4 5 6 4x4 = 13 12 11 10 9 4x4 = 3x4 = 3x4 = 3x4 = 1.5x4 II 3x4 - r 7-612 163.7 7-6-72 4-1-13 4.6.15 4-1-13 Plate Offsets (X,Y): 12:0-1-12,0-0-21, 17:0-1-12,0-0-21 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.97 Vert(LL) 0.13 12 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.20 10-12 >999 BCLL 0.0 Rep Stress Incr NO WB 0.32 HOrz(TL) 0.07 7 n/a BCDL 7.0 Code UBC97/ANS195 1st LC LL Min I/defl = 240 Weight: 123 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.t&Btr-G 'Except' TOP CHORD Sheathed, except 3-6 2 X 4 DF No.1-G 2-0-0 oc purlins (4-1-2 max.): 3-6. BOT CHORD 2 X 4 DF No.1-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std -G REACTIONS (lb/size) 2 =1 160/0-3-8, 7 = 1160/0-3-8 Max Horz 2=56(load case 4) Max Uplift 2=-244(load case 5), 7=-246(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=11, 2-3=-1925, 3-4=-1709, 4-5=-2127, 5-6=-1709, 6-7=-1925, 7-8=11 BOT CHORD 2-13=1727, 12-13=2127, 11-12=2127, 10-11 =2127, 9-10=2127, 7-9=1727 WEBS 3-13=457, 4-13=-562, 4-12=61, 5-12=0, 5-10=61, 5-9=-562, 6-9=457 NOTES 1) This truss has been checked for unbalanced loading conditions. -2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chard dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 h by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Girder carries tie-in spans of 2-0-0 from front girder and 4-0-0 from back girder 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard Continued on page 2 0?,pF ESS/p q n -x C. ANO, I C 17180 Z * EXP. 06/30/05 ST CIVIC gTFOF CAL_\ � October 14,2003 OL Warning - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE )esign valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component to be 11 nstalled and loaded vertically. Applicability of design parementers and proper incorporation of component is responsibility of building designer -not truss ■1!I 1� fesigner. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the esponsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance egard-ng fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 { ,�'$ candling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 [ Te k" Job Truss Truss Type Cit y Ply 810394439 3750 C2 CAL HIP 1 1 (optional) Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Tue Oct 14 08:32:57 2003 Page 2 LOAD CASE(S) Standard • " 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 Uniform Loads (plf) Vert: 1-3=-52.0, 4-5=-78.0, 6-8=-52.0, 2-7=-14.0 Concentrated Loads (lb) Vert: 3=-78.0 6=-78.0 Trapezoidal Loads (pill Vert: 3= -52.0 -to -4=-76.2, 5= -76.2 -to -6=-52.0 ,.,00UTTE COUNT 1-DIL®ING DEPARTM {V� P3 PVE 108 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual buBding component to be � 63 Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss own designer. Bracing shis for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality central, storage, delivery• erection and bracing, consult OST -88 Quality Standard, OSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W 153719 i Te k t" 1-" 7.3-4 14.0-0 20.8-12 28-0.0 9-0-0 1"� 7-3-4 6-8.12 6-8.12 7.3-0 1.0-0 4x4 = Scale = 1:56.8 4 10 9 8 3x4 3x4 = 3x4 = 3x4 i 18.5-14 I. 28.0-0 1 9.6-2 8.11-11 ` 1 9-6-2 LOADING (psf) SPACING 2-0-0 CSIt DEFL in (loc) TCLL 16.0 Plates Increase 1.25 `f I/deft PLATES GRIP TC 0.45 Vert(LL) -0.19 8-10 TCDL 10.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.36 8-10 >999 M1120 220!195 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.04 6 BCDL >925 n/a 7.0 Code UBC97/ANSI95 1st LC LL Min I/defl = 240 Weight: 117 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1-G TOP CHORD Sheathed or 4-10-7 oc purlins. BOT CHORD 2 X 4 DF No:1-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std -G REACTIONS (lb/size) 6=973/0-5-8, 2=973/0-5-8 Max Horz 2=88(load case 4) Max Uplift 6=-126(load case 5), 2=-126(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=11, 2-3=-1432, 3-4=-1241, 4-5=-1241, 5-6=-1432, 6-7=11 BOT CHORD 2-10=1270, 9-10=869, 8-9=869, 6-8=1270 WEBS 3-10=-297, 4-10=448, 4-8=448, 5-8=-297 NOTES nUTTE CD V �� 1) This truss has been checked for unbalanced loading conditions. r 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load BUIL®I NG. ®E,PARYM N i and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches _ exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate increase is 1.33 .4 47/ grip 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 0 per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard /Q?�C)FESS/ C17180 z� * EXP. 06/30/05 q�F0 CA VF April 4,2003 Waming - Vorify dosign paramoten and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only wish MRek connectors. This design Is based only upon parameters shown, end Is for an individual building component to be Installed and loaded veNcelty, gppllrabllity of design parementers and proper ineorpore;ion of component Is responsibility of building designer- not truss designer. Bradng shown is for laterel support of individual weD members only. Additional temporary bredng to insure stability during construction is the responslbilliry of the erector. Addigonal pertnenenl bracing of the overall strudure Is the responsibility of the Ouikling designer. For general guidance regarding IahrMaBon, quality mntrol, storage, delivery, erec0on and bredng, Consult DST -88 Quality Standard, DSB-89 Bracing Specification. and HIB -91 Handling Installing and Bracing Rewmmenda8on available from Truss Plate Institute, 5E3 D'Onofrio Drive, Madison, Wl 53719 6TeW'. 1.0-0 7-3-4 14-0.0 19-9.8 28.0-0 1.00 7.3-4 6-8.12 59.8 &2.8 4x4 = Scale = 1:60.3 4 LOADING (psf) TCLL 16.0 TCDL 10.0 BCLL 0.0 BCDL 7.0 8 3x4 = 7 6 1.5x4 I I 3x4 = LUMBER BRACING TOP CHORD 2 X 4 OF No 143 9-6.2 I/defl 16-5.14 'Is - 9-9-6-2 M1120 220/195 9 -6-2 8.11-11 j 4 1-3-111 SPACING 2-0-0 CSI DEFL in (loc)' Plates Increase 1.25 TC 0.44 Vert(LL) -0.17 7-8 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.29 7-8 Rep Stress Incr YES WB 0.21 Horz(TL) 0.01 6 Code UBC97/ANS195 1st LC LL Min I/defl = 240 LUMBER BRACING TOP CHORD 2 X 4 OF No 143 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 DF No.1-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std -G WEBS 1 Row at midpt 4-7 REACTIONS (Ib/size) 2=705/0-5-8, 6=641/0-3-8 Max Horz 2=339(load case 4) Max Uplift 2=-75(load case 5), 6=-80(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=11, 2-3=-853, 3-4=-660, 4-5=-131, 5-6=-633 BOT CHORD 2-8=756, 7-8=344, 6-7=0 WEBS 3-8=-307, 4-8=458, 4-7=-422, 5-7=443 NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 65 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSl95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard V Warning -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use onlywith MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design pammenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB.89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation avallable from Truss Plate institute, 583 D'Onofrlo Drive, Madison, WI 53719 BUE `Ye® V 1 t9 UL®ING IDEPARTMENT QFkoFESS/0 q c C. ANn '� C17180 Z * EXP. 06/30/05 * lsT clvl\-�`P gTFOF CALF April 4, 2003 8-2.8 I/defl PLATES GRIP >999 M1120 220/195 >793 n/a Weight: 97 lb TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 DF No.1-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std -G WEBS 1 Row at midpt 4-7 REACTIONS (Ib/size) 2=705/0-5-8, 6=641/0-3-8 Max Horz 2=339(load case 4) Max Uplift 2=-75(load case 5), 6=-80(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=11, 2-3=-853, 3-4=-660, 4-5=-131, 5-6=-633 BOT CHORD 2-8=756, 7-8=344, 6-7=0 WEBS 3-8=-307, 4-8=458, 4-7=-422, 5-7=443 NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 65 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSl95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard V Warning -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use onlywith MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design pammenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB.89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation avallable from Truss Plate institute, 583 D'Onofrlo Drive, Madison, WI 53719 BUE `Ye® V 1 t9 UL®ING IDEPARTMENT QFkoFESS/0 q c C. ANn '� C17180 Z * EXP. 06/30/05 * lsT clvl\-�`P gTFOF CALF April 4, 2003 Job Truss Truss Type Qty Ply R10378501 3750 C5 FINK 1 1 (optional) ' wny�cuuvr wnmcr vu., nr , a,luw, �.a. aoaco•rwow -1-0-01 7-3-0 1.0-0 7-3-0 w.CV r On l 5 VG[ 1 / LVVL Nil I eK inousines, inc. Mori VCT 13 Vo:J/:wJ zuv4 rage 1 14-0-0 1 1019-8 1 28-0-0 6-8-12 5-9-8 8.2.8 4x6 - Scale = 1:60.3 4 1. 0 9 8 710 6 4x4 = 3x4 - 1.5x4 II F3x4 — 1 95-2 1 18-5-14 f 119 9 8 1` 28-0-0 1 362 8.11-11 1310 + 8-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.14 2-8 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.27 2-8 >875 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.02 6 n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/dell = 240 Weight: 97 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.t-G TOP CHORD Sheathed or 4-4-9 oc puffins, except end verticals. BOT CHORD 2 X 4 DF No.1-G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 DF Std -G WEBS 1 Row at midpt 4-7 REACTIONS (Ib/siie) 2=707/0-5-8, 6=639/0-3-8 Max Horz 2=508(load case 13) Max Uplift 2=-479(load case 12), 6=-238(load case 13) Max Grav 2=1127(load case 7), 6=8461load case 6) FORCES (lb) -First Load Case Only B��®�� e TOP CHORD 1-2=22, 2-3=-1020, 3-4=-820, 4-5=-225, 5-6=-642 s � �eQ BOT CHORD 2-9=840, 8-9=840, 7-8=381, 7-10=29, 6-10=29 TT WEBS 3-8=-336, 4-8=517, 4-7=-431, 5-7=453 NOTES OWING ®E® {��j�0 AR 7 f Y \6.. 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level,-�� using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, b�15�VVED on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5This truss has been designed with ANSIlfPI 1�1�995�crateria. 61 -i�Th s'� "miss=has-been;desigried'for-a-total drag toed of 1000 Ib. Connect truss to resist drag loads along pF ESS bottom chord from 0-0-0 to 1-0-0, 18-9-8 to 19-9-8 for 500.0 calf. �OQ�t 01V Q- � C. ANS l� LOAD CASES) Standard .��n n n �� G C 17180 � rn EXP. 06/30/05 sX CMI. �P gTFOF CAL,FO� October 13,2003 Waring - Verify design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1101II-7473 BEFORE USE f• lesign valid for use only with MiTek connectors. This design is Dried only upon parameters shown, and G for an IndMdual building component to be - nstalled and loaded Vertically. Applicability of design paramentars and proper Incorporation of component is responsibility of building designer- not truss , ••� lesigner. Bracing shown Is for lateral support of IndMdual well members only. Additional temporary bracing to Insure stability during consbuctbn Is the wponsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance egg rdIng fabdcation, quality mntrol, storage, detivary, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB_91 �, c- landling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Job Truss Truss Type Qty Ply DEFL in Iloc) I/defl PLATES GRIP TCLL 16.0 Plates Increase R10394440 3750 D1 MONO CAL HIP 1 1 10.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.24 9-11 >999 (optional) LV nyrGnuw --u., 1..U., 1M., �11IOD, �d. DDDLD-/409 5-6-12 0-4-3 4x6 4.4u 1 Jct 1 5 uct I / LUUL IVII I ex Ino UStrles, Inc. I ue uct 14 Vo:3L:D / zuuJ rage I 9.11 I 13-11-15 I 18-5-1 3.7-13 4.5-3 4-5-3 23_0-0 4-6-15 Scale = 1:41.3 6.00 3x4 = 3x4 = 3x4 - 4x6 - 2 3 4 13 5 6 3x8 - 1214 11 10 9 15 8 7 3x4 - 3x4 = 4x4 = 4x6 - 1.5x4 �( 3x4 - 5-6-12 5-6-12 3-6-12 I 13-11-15 1 18-5-1 4-0-0 4-5-3 4-5-3 23-0-0 4.6.15 LOADING (psf) SPACING 2-0-0 CSI DEFL in Iloc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.61 Vert(LL) 0.17 11 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.24 9-11 >999 BCLL 0.0 Rep Stress Incr NO WB 0.92 HOrz(TL) 0.06 7 n/a BCDL 7.0 Code UBC97/ANSI95 1 st LC LL Min I/defl = 240 Weight: 106 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1-G TOP CHORD Sheathed or 3-4-5 oc purlins, except end verticals, and BOT CHORD 2 X 4 DF No.1-G 2-0-0 oc purlins (3-2-2 max.j: 2-6. WEBS 2 X 4 DF Std -G BOT CHORD Rigid ceiling directly applied or 7-4-9 oc bracing. REACTIONS (lb/size) 1 = 1385/Mechanical, 7 =1469/0-3-8 Max Horz 1=200(load case 4) Max Uplift 1=-216(load case 4), 7=-300(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-2651, 2-3=-2348, 3-4=-3036, 4-13=-2939, 5.13=-2939, 5-6=-1927, 6-7=-1409 BOT CHORD 1-12=2380, 12-14=3036, 11-14=3036, 10-11 =2939, 9-10=2939, 9-15=1927, 8-15=1927, 7-8=0 WEBS 2-12=597, 3-12=-832, 3-11 =54, 4-11 =114, 4-9=-504, 5-9=1189, 5-8=-1067, 6-8=2263 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. 8) Girder carries hip end with 6-0-0 end setback 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Continued on page 2 D U T T E tt")IJ N' 1 1 WILDING DEPAPTMEI�`� QpF�ESS�/p k --C. HN/n\� `-C 171.80 z * EXP.06/30!05 s� c)vl\� q�FOF CAI, October 14,2003 11 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with MTek connectors. This design's based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not buss tesigner. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the vsponsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification. and HIB -91 sp11 t ,Te['g Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 8'B ��p44 f Job Truss Truss Type Qty Ply R10394440 3750 D1 MONO CAL HIP 1 1 (optional) Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Tue Oct 14 08:32:57 2003 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase = 1.25, Plate Increase= 1.25 Uniform Loads (plf) Vert: 1-2=-52.0, 2-6=-100.2, 1-7=-27.0 Concentrated Loads (lb) Ven: 2 =-234.0 13U TE COUNTY ln-. UIL®ING DEPAK i �''�. P,P, 0 E. A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 BEFORE USE eta Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design pammenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IabricaBon, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB89 Bracing Specification. and HIB -91 MiTek"', q` e �y Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D*0nofrio Drive, Madison, WI 53719 Y ® 'Ag8 i Te k" Job Truss Truss Type City Ply DEFL in NO I/dell PLATES GRIP TCLL 16.0 R10394441 3750 D2 MONO CAL HIP 1 1 ' 10.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.18 (optional) I-ongrenow ulmoer uo., Inc., t-nlco, t -a. yDyLo-/434 4.[111 bh I s uct 1 / LVUL m11 eK InaustfleS, Inc. I ue uct 14 uts:dL:t)t5 zuu3 rage I oo 0 Plate 7-6-11 7.10-15 14-11-15 I 23-0-0 7-6.11 IO -0-0 7-1-0 8-0.1 Scale = 1:41.0 4x6 2 3x4 - 9 3 6x6 - 10 4 3x6 - 8 7 6 5 3x4 - 3x4 - 3x8 - 2x6 II 7-6-11 7-6.11 14-11-15 I P- 23-0-C 7-54 1 8-0-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in NO I/dell PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.93 Vert LL) 0.14 6-8 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.18 6-8 >999 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.04 5 n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 240 Weight: 100 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1-G TOP CHORD Sheathed or 4-0-7 oc purlins, except end verticals, and BOT CHORD 2 X 4 DF No.1-G 2-0-0 oc purlins (2-10-6 max.): 2-4. .WEBS 2 X 4 OF Std -G *Except* BOT CHORD Rigid ceiling directly applied or 7-3-6 oc bracing. 4-5 2 X 4 DF No.1 &Btr-G WEBS 1 Row at midpt 4-5, 3-8 REACTIONS (lb/size) 1 =1097/Mechanical, 5 =1440/0-3-8 Max Horz 1=258(load case 4) Max Uplift 1=-263(load case 4), 5=-536(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-2117, 2-9=-1825, 3.9=-1825, 3-10=-1985, 4-10=-1985, 4-5=-1367 BOT CHORD 1-8 =1834, 7-8 =1985, 6-7 = 1985, 5-6 = 182 WEBS 2-8=220, 3-8=-179, 3-6=-777, 4-6=1996 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7.93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. 8) Girder carries tie-in spans of 4-0-0 from front girder and 4-0-0 from back girder 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Continued on page 2 BUTTE COUNTY UIL®ING ®EPARTMEI 'A��� �F Q�OFESSIp 5 G. ANn_ C17180 * EXP. 06/30/05 sT CfV1\_ q�FOFCP,0 O • October 14,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE r �� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and Waded vertically. Applicability of design pammenters and proper incorporation of component is responsibility of building designer- not buss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional pemlanent bracing of the overall structure is the responsibility of the building designer. For general guidance Huai regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-69 Bracing Specification, and HIB -91 ��tt 6 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 WOnofdo Drive, Madison, WI 53719 i T k 4, Job Truss Truss Type Qty Ply R10394441 3750 D2 MONO CAL HIP 1 1 (optional) Longfellow Lumber Co., Inc., Chico, Ca. 95928.7434 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Tue Oct 14 08:32:58 2003 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase = 1.25, Plate Increase= 1.25 Uniform Loads (plf) Vert: 1-2=-52.0, 9-10=-104.0, 1-5=-14.0 Concentrated Loads (lb) Vert: 2=-156.0 Trapezoidal Loads (plf) Vert: 2= -78.0 -to -9=-104.0, 10= -156.0 -to -4=-130.0 U TL COUNTY 3UIL®ING DEPARTME " � s lit pW�' A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use onlywith MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification. and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'0nofrio Drive, Madison, WI 53719 M &1 �g+ e k a.. Job Truss Truss Type �.- Qty fly PLATES GRIP M1120 220/195 Weight: 320 lb 3750 D3 MONO CAL HIP 1 88846068 Lonafellow Lumber Cn_ Inr rhirn r aFO9R_7A'7a a ,n, Sheathed or 3-8-2 oc purlins, except end verticals, and (optional) 0 O 4-10.12 9-2.15 137-12 1 1- 18.1-7 23-0-0 4-10.12 4-4.4 4-4-13 0-6-3 3.11-8 4-10.9 5x6 4x4 = 6x6 - 4 5 R 4x12 12 13 11 10 9 8 7 2x6 II 6x6 - 5x6 = 8x8 - 10x10 - 2x6 II 4-10.12 13.7-12 _ 18.1-7 ,i 23-0-0 4.44 44-13 4-5.11 f a_t2o Scale = 1:51.5 LOADING TCLL TCDL BCLL BCDL (psf) 16.0 10.0 0.0 7.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 0.53 BC 0.58 WB 0.73 (Matrix) DEFL in floc) I/defl Vert(LL) 0.17 11-12 >999 Vert(TL) -0.26 11-12 >999 Horz(TL) 0.06 7 n/a 1st LC LL Min I/defl = 240 PLATES GRIP M1120 220/195 Weight: 320 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1-G 'Except- TOP CHORD Sheathed or 3-8-2 oc purlins, except end verticals, and 4-6 2 X 6 OF SS -G 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD 2 X 6 DF SS -G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std -G *Except' WEBS 1 Row at midpt 6-7 6-7 2 X 4 DF No.1-G, 6-8 2 X 4 OF No.1-G WEDGE Left: 2 X 4 DF Std REACTIONS (Ib/size) 1 =6161/0-5-8, 7=6871/0-5-8 Max Horz 1=438(load case 4) Max Uplift 1=-770(load case 4), 7=.1001 (load case 4) FORCES (Ib) - First Load Case Only BUTTE "®U 1 T 6 TOP CHORD 1-2=-11317, 2-3=-9061, 3-4=-6359, 4-5=-5678, 5-6=-3973, 6-7=-5699 BOT CHORD 1-12=10030, 12-13 = 10030, 11-13=10030, 10-11=8071.9-10=8071, 8-9=3973, 7-2 75 = 1 WEBS 2-112=13UIL®ING ®EPAR�`ME 964, 2-11 =-2236, 3-11 =3590, 3-9=-3380, 4-9=2354, 5.9=3067, 5-8=-2654, 6-8 = 6744 NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Girder carries tie-in span(s): 24-6-0 from 0-0-0 to 6-6-0; 34-0-0 from 6-6-0 to 23-0-0 Continued on page 2 V Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 101II.7473 BEFORE USE Design valid far use onlywith MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality central, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 QROFESS/ 0 C. ANn C 17180 Z ,t EXP. 06/30/05 SJ. CIVIL �P �0F CA�1F0� April 4, 2003. iTe Job Truss Truss Type , + Oty r r Ply 3750 + D3 MONO CAL HIP 1' C 2 ' , R8846068 r " r - - - (optional) Lonafellow Lumber Cn-. Inc rhirn r, QgQ7R-7A- A . A NOTES , ♦: 8( 2 -ply truss to be connected together with 0.131 "x3" Nails as follows Top°chords=connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0.9-0 oc. Bottom-chords-connected—as-follows: 2 X 6- 2 rows at 0-9-0 oc. cWebs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. t 9)=Design-assumes-4x2-Iflat-orientation) purlins at oc spacing indicated, fastened to truss TC -W/-2-1 "Od-- 'Is. LOAD CASEIS) Standard , 1) Regular: Lumber Increase 1.25, Plate Increase= 1.25 t Uniform Loads Plf) Vert: 1-4=-52.0, 4-6=-52.0, 1-13=-410.7, 7-13=-567.4 i BUTTE COUNT ILr%lk'G DEPARTME 1 13 �Zu"VE01:. Warning -Verify design Paremotem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USEin! Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design pammenlers and proper incorporation of component is responsibility of building designer - not trussdesigner. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stbility during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality central, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 +"' , Warning -Verify design Paremotem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USEin! Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design pammenlers and proper incorporation of component is responsibility of building designer - not trussdesigner. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stbility during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality central, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 +"' Job Truss Truss Type City a Ply CSI DEFL in (loc) I/defl 810394442 3750 E1 MONO CAL HIP 1 2 TC 0.73 Vert(LL) 0.10 1-7 >999 (optional) —11l11Cr1UW LWnUtlr l Vv 1116., �IIIUU, l d. UUUZ0-/409 4.LV It On I s vct 1 / LUVL Wit I UK Inu Ustrles, Inc. 1 ue Vcl 14 VO:OL:Dy LVVO rage I c%1 c%1 C 5-4-11 �10-151 9-7-15 I 144-0 54-11 0-64 3-9-0 4-8.1 Scale = 1:25.5 5x8 3x4 - 5x8 = 5x8 7x6 = 7x6 = 3x8 II 5-4-11 5-4-11 9-7.15 1 14-4-0 4-3-4 4$1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.10 1-7 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.16 1-7 >999 BCLL 0.0 Rep Stress Incr NO WB 0.64 HOfz(TL) 0.03 5 n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/defl = 240 Weight: 159 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr-G *Except* TOP CHORD Sheathed or 4-3-7 oc purlins, except end verticals, and 2-4 2 X 6 DF SS -G 2-0-0 oc purlins (6-0-0 max.): 2-4. BOT CHORD 2 X 6 OF SS -G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Std -G 'Except' 4-5 2 X 4 OF No.1-G, 4-6 2 X 4 OF No.1-G REACTIONS (lb/size) 1 =5549/0-5-8, 5=5648/0-5-8 Max Horz 1=189(load case 4) Max Uplift 1=-777(load case 4), 5=-882(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-8932, 2-8=-7856, 3-8=-7856, 3-9=-7009, 4-9=-7009, 4-5=-4101 BOT CHORD 1-7=8034, 7.10=7009, 6-10=7009, 6-11 =438, 5-11 =438 WEBS 2-7=3130, 3-7=988, 3-6=-658, 4-6=7551 NOTES I This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate_rating reduction of 20%_has-been-applied,for_the_green_lumber_members. 8) This truss has been designed with ANSI/TPI 1-1995 criteria. ,7) 2 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0.9-0 oc, 2 X 6 - 2 rows at 0_9=0 . Bottom chords connected. as follows: 2 X 6 - 2 rows at 0-7-0 oc:�— Webs connected as_follows: —1 2-X-4-row.a[ov9=0,oc.� 8)-Design_assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Continued on page %tandard Q2a� pFESS/p /,q C 17180 z * EXP. 06/30/05 CIVIL FOF CAL�F�� October 14,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be QD Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bmdng shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. Quality control, storage, delivery• erection and bracing. consult OST -88 Quality Standard, DSB-89 Bracing Specification. and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 �att i Te W" Job Truss Truss Type Qty f Ply Ii R10394442 3750 E1 MONO CAL HIP 1 2 J(optional) LOngrellOW LUmOer to., Inc., Cnico, Ca. `Jbyzts-/414 4.ZU1 SH1 s Uct 1 / ZUUZ Mtlek Industries, Inc. IUe Uct 14 Ub:1Z:b9 ZUU3 I•age z LOAD CASE(S) Standard 1) Regular: Lumber Increase = 1.25, Plate Increase= 1.25 Uniform Loads (plf) Vert: 1-2=-52.0, 2-8=-52.0, 4-8=-98.0, 1.5=-706.4 Concentrated Loads Iib) . Vert: 2 =-234.0 B . f_ING r I Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 BEFORE USE )esign valid for use only with Mi rek connectors. This design is based only upon parameters shown, and is for an individual building component to be nstalled and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss lesigner. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the esponsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance Bgarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 �tpp candling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 9�W B i Te k" Job Truss Truss Type City Ply in floc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.73 810394443 3750 F1 CAL HIP 1 1 BC 0.38 Vert(TL) -0.07 7-8 > 999 BCLL 0.0 Rep Stress Incr NO (optional) Wny[U11uvv LUFTluer c.u., Inc., k nlco, %-a. yoyLB-/434 4.cu I Jm I s VCI I / zuuz MI1 eK Inoustrles, Inc. I ue Vet 14 Vts:d L:wj Lvus rage I -1.6.8 I 4.041-0-71 9.0.9 9►4-12 14-11.8 115-11$ 1 1-6-8 4-0-4 0.4-3 4-8-2 04-3 5-6-12 1.0.0 Scale = 1:29.0 5x8 p 4x12 6.00 Ft -2 9 1.5x4 II 3x6 = 3x4 = 2x4 1-6-8 I 4-0-0 1.6-8 4.0-4 9-0-12 5-4-8 4-04 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.03 7 > 999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.07 7-8 > 999 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.01 6 n/a per Table No. 16-B, UBC -97. BCDL 7.0 Code UBC97/ANS195 with criteria. 1 st LC LL Min I/defl = 240 Weight: 71 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1-G * EXP. 06/30/05 TOP CHORD Sheathed or 5-9-11 oc purlins, except end verticals, BOT CHORD 2 X 4 OF No.1-G October 14,2003 and 2-0-0 oc purlins (4-9-8 max.): 2-3. WEBS 2 X 4 DF Std -G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, 3-6 2 X 4 DF No.t-G Except: 6-0-0 oc bracing: 4-6. REACTIONS (lb/size) 9=862/0-5-8, 6=1060/0-5-8 Max Horz 9=37(load case 4) Max Uplift 9=-170(load case 5), 6=-285(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1131, 2-10=-981, 3-10=-981, 3-4=480, 4-5= 11, 1-9=-811 � p� @"y' �� E V®'U'6 BOT CHORD 8-9=-0, 8-11 =1034, 11-12=1034, 12-13=1034, 7-13=1034, 6.7=981, 4-6=-428 WEBS 2-8=-112, 2.7=-60, 3-7=152, 3-6=-1720, 1-8=1054 Dr—l Mr: '�., ILDI9 ETA0� /� NOTES V 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, ®� using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, ; IAl P E on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. ESS/ONS 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed ANSI/TPI 1-1995 �OQRpF C. AN with criteria. �� �F,p �2- 7) Girder carries hip end with 6-0-0 end setback (`Q`� 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. z o- C 17180 T * EXP. 06/30/05 LOAD CASES) Standard ts� CIV1\- Continued on page 2 gTFOFCN-\F October 14,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE t•� Design valid for use onlywith MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-09 Bracing Specification. and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Job Truss Truss Type Qty Ply 810394443 3750 F1 CAL HIP 1 1 (optional) Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Tue Oct 14 08:33:00 2003 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase = 1.25, Plate Increase = 1.25 Uniform Loads (plf) Vert: 1-2=-52.0, 2-3=-98.0, 3-5=-52.0, 4-9=-26.4 Concentrated Loadsilb) Vert: 2=-234.0 3=-234.0 BUTTE COUNTY 3UILDING DEPARTME ffm ► s. - Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only, upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer- not truss..r designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the respomibilllty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 A, Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Job Truss Truss Type Oty Ply DEFL 3750 F2 CAL HIP 1 1 R8846071 LOnnfellnw I —her Cn Inc "'i_r� or;o�o_'eos M1120 220/195 TCDL (optional) 4-w. vii �yr — vo:vr:vct GVu4 rage 1 7-0-9 '1� 8 6.04 4- 7 1 14-11-6 15.11.6 1-6-8 6-D-4 0-4-3 014-3 7-6-12 1-0-0 Scale = 1:35.4 5x8 D*2 4x4 f 1.5x4 II 44 = 3x4 = 6-0.4 1-4-8 60-0 lq 0 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.06 4-6 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.11 4-6 >999 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) 0.01 4 n/a BCDL 7.0 Code UBC97/ANSI95 �r"�9� 1st LC LL Min I/defl = 240 Weight: 74 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1-G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and SOT CHORD 2 X 4 OF No.1-G 2-0-0 oc purlins (6-0-0 max.): 2-3. WEBS 2 X 4 OF Std -G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Right: 2 X 10 OF No.2 REACTIONS (lb/size) 8=481/0-5-8, 4=545/0-5-8 Max Horz 8=-6011oad case 3) Max Uplift 8=-37(1oad case 5), 4=-93(load case 5) FORCES (lb) - First Load Case Only "ME COU TOP CHORD 1-2=-504, 2-3=-472, 3-4=-528, 4-5=11, 1-8=-440 i !9TY BOT CHORD 7-8=-1627=456,4-6=472 WEBS 2-7=-18, 2-6=51, 3-6=13, 1-7=460 ,UILDI� DE ARTMEN. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft "g above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, y t� g A @� FEEttt�J/ on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC-97."'S'o 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. CiAn/o� lF2 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. �r"�9� LOAD CASE(S) Standard W �- C 17180 Z ,t EXP. 06/30/05 SX CIVIC- �P gTFOFCA\ I-\ � April 4, 2003 Warning - Verify design pammotom and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and is for an individual building component to be OD Installed and loaded vertically. Applicability of design paromenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 f Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 rL] 6? Job Truss Truss Type City Ply 3750 F3 QUEENPOST 2 1 R8846072 1 nnn fnllnw I „mho. r`,. b.,. —;.- — ncn— —1w 68.8 (optional) 2-104 68-8 10.6.12 13-5-0 14-11-0 1-6•B 2-104 3-10-0 3.104 2-10.4 1-68 4x4 = Scale = 1:33.2 im 3 3x4 = 3x8 = 3x4 = E LUMBER BRACING TOP CHORD 2 X 4 OF No.1-G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 INC Std -G REACTIONS (Ib/size) 8=433/0-3-8, 6=433/0-3-8 Max Horz 8=-38(load case 3) Max Uplift 8=-34(load case 5), 6=-34(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-0, 2-3=-382, 3-4=-382, 4-5=-0 BOT CHORD 7-8=379, 6-7=379 WEBS 2-7=-43, 3-7=133, 4-7=-43, 1-8=-66, 5-6=-66, 2-8=-497, 4-6=-497 NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASEIS) Standard DUTTE C®®IJNT� ,U I LDI NG [SEG ARTME ' QROFESS/0 c C. Mii _ l C 17180 * *EXP. 06/30/0:5z)* 5�� CIVIL ��P TFOF CAl1F�� April 4, 2003 11 Warning - Verify design parametors and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parementers and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibiility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -08 Quality Standard, DSB-89 Bracing Specification, and HIB -91 �B Y 1pp e - r Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 9 i Te pg -1-� 641'8 13-5.0 1.6-8 68.8 68.8 rrp14-11.8� LOADING TCLL TCDL BCLL BCDL Ipsf) 16.0. 10.0 0.0 7.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code UBC97/ANSI95 2-0-0 1.25 1.25 YES CSI TC 0.13 BC 0.37 WB 0.10 DEFL in floc) Vert(LL) -0.05 6-7 Vert(TL) -0.08 6-7 Horz(TL) 0.01 6 1st LC LL Min I/defl = 240 I/deft >999 >999 n/a �J PLATES GRIP M1120 220/195 Weight: 66 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1-G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 INC Std -G REACTIONS (Ib/size) 8=433/0-3-8, 6=433/0-3-8 Max Horz 8=-38(load case 3) Max Uplift 8=-34(load case 5), 6=-34(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-0, 2-3=-382, 3-4=-382, 4-5=-0 BOT CHORD 7-8=379, 6-7=379 WEBS 2-7=-43, 3-7=133, 4-7=-43, 1-8=-66, 5-6=-66, 2-8=-497, 4-6=-497 NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASEIS) Standard DUTTE C®®IJNT� ,U I LDI NG [SEG ARTME ' QROFESS/0 c C. Mii _ l C 17180 * *EXP. 06/30/0:5z)* 5�� CIVIL ��P TFOF CAl1F�� April 4, 2003 11 Warning - Verify design parametors and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parementers and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibiility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -08 Quality Standard, DSB-89 Bracing Specification, and HIB -91 �B Y 1pp e - r Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 9 i Te pg Job Truss Truss Type Oty — l Ply PLATES GRIP 3750 F4 HOWE 1 Vert(LL) R8846073 I nnnfwllnw 1 nmhor M Inn rh:,.., r., or;000 ron �n Lumber Increase 1.25 BC 0.50 loptlOnal) -11, v-. vo:vr: m V cwa rage I -1.6.8 i 3-0.4 8.8.8 10-4-12 13.5-0 1411-8 1-6.8 3.0.4 3.84 .3-84 3.0-0 1-6-8 44 = Scale = 1:33.9 0 4 4x12 M1120H 11 1. a 8 4x12 M1120H I I 3x8 II 8x8 - 3x8 11 5x8 3-0-4 6-8-8 10-4.12 13.5-0 `1411-0 1-6-8 3-04 3.84 3-84 3-0-0 11-6-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.12 Vert(LL) 0.09 9 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.17 8-9 >929 M1120H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.02 7 n/a BCDL 7.0 Code UBC97/ANSI95 1st LC LL Min I/defl = 240 Weight: 152 Ib LUMBER has been designed with ANSI1TPI 1-1995 criteria. ) 2 -ply truss to be togethewith-0-11-3-1 -RW'Nals �OQ?,OFESs/0��� C• AN�� BRACING �Q �( F,y TOP CHORD 2 X 4 OF No.1-G Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. TOP CHORD Sheathed or 5-11-6 oc purlins. BOT CHORD 2 X 6 OF SS -G cr_C 17180 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Std -G rS� CIV IL �P Continued on page 2 SLIDER Left 2 X 6 OF SS 1-4-9, Right 2 X 6 OF SS 1-49 V Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE REACTIONS (Ib/size) 1=4334/0-3-8,7=4334/0-3-8 Max Horz 1=-48(load case 3) Max Uplift 1=-335(load case 5), 7=-335(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-10= 53 2 9-10=530. , 8-9= 532 7- =-3981, 5-6=-5530, 6-7=-5530 BOT CHORD 1-10=4532, 9-10=4532, 8-9=4532, 7-8=4532 �� � COUNTY WEBS 3-10=1992, 4-9=3369, 5-8=1992, 3-9=-1136, 5-9=-1136 NOTES 4UIL®ING DEPARTMENN 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline,jp� q' p p� on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C deg® (1 ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches p@aay � Jp exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) All plates are M1120 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6,)—This-truss has been designed with ANSI1TPI 1-1995 criteria. ) 2 -ply truss to be togethewith-0-11-3-1 -RW'Nals �OQ?,OFESs/0��� C• AN�� con�d as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-D oc. �Q �( F,y Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. = Webs connected as -follows: -2-X4. - 1 row at-0=9=0-OOC Z m cr_C 17180 LOAD CASE(S) Standard * EXP. 06/30/05 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 rS� CIV IL �P Continued on page 2 9T60FCA��F��� April 4,2003 V Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component to beInstalledand loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not trus mi designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilliy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult DST-ee Duality Standard, DSB-89 Bracing Specification, and HIB -91 ,.Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 e ' Te 9r( ", Job Truss Truss Type Qty Ply 3750 F4 HOWE 1 2 R8846073 (optional) Lonafellow Lumher rn Inr rhirn r. ara9A_7AOA LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-7=-594.0, 1-4=-52.0, 4-7=-52.0 BUTTE •' , ., .r' -P. v+ va:vr: i r cwa rage z A Wamtng - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing she" is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, Quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification. and HIB -91 p�� Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 g�8 f TfQ,!"',-O� Job LVlrI�I CIIVW Truss Truss Type Qty Ply DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.15 R10394444 3750 G1 QUEENPOST 1 1 Vert(TL) -0.16 1-7 >999 BCLL 0.0 Rep Stress Incr NO WB 0.04 (optional) '——' l V., "'U., \ -Qu, %.d. VOU/0-14x4 3-11.4 3-114 v.zu 1 an I s vct I r cuuz 1v11I etc lnaustrles, Inc. I ue uct 14 utsraa:vu zvvs rage i 7.4.0 I 10-8-12 3-4.12 34-12 4x4 - 3 14-8-0 15-8- 3-114 5$3-114 1-0-0 4X4 = r 4X4 - 3x10 - Scale = 1:30.5 IV 0 I 74.0 /14-. 74-0 I 74-0 ./ 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.15 Vert(LL) -0.08 1-7 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.16 1-7 >999 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.03 5 n/a BCDL 7.0 Code UBC97/ANSI95 1st LC LL Min I/defl = 240 Weight: 61 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1-G TOP CHORD Sheathed or 4-9-4 oc purlins. BOT CHORD 2 X 4 DF No.1-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std -G 'Except' 3-7 2 X 6 OF SS -G REACTIONS (Ib/size) 1 = 1071/0-5-8, 5 =1 135/0-5-8 Max Horz 1=-74(load case 3) Max Uplift 1=-83(load case 5), 5=-139(load case 5) FORCES (lb)'- First Load Case Only TOP CHORD 1-2=-1806, 650, 3-4=-1650, 4-5=-1806, 5-6=11 =1 CHORD 1-7 = 1587, 5-7-7 =1587 ����BOT BUTTEt 1 WEBS 2-7=-127, 3-7=356, 4-7=-127 NOTES �g )IJ�j LDI NIG ®E®S AR @ Mt' m 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 24 It with exposure CP P E ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches e exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. ESS/ONS oQ�pF C. AN�� LOAD CASEIS) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 to Uniform Loads (plf)C 17180 z rn Vert: 1-5=-33.0, 1-3=-52.0, 3-6=-52.0 Concentrated Loads (lb) EXP. 06/30/05 * Vert: 3=-935.0 ST CIVIL gTFOF CAO October 14,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss+ designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the � responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. Quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard. DSB-89 Bracing Spermcation, and HIB -91 Fm�} �y Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719 4 e 'e W"- Job wnyrmwvr wawa vu., arc., VIrIGV, l.G. JVJLO-/YJY Truss Truss Type Qty Ply LOADING R8846075 3750 G2 KINGPOST 3 1 in v (loc) I/defl PLATES GRIP TCLL 16.0 (optional) —4v. Jnr b Vcl I / LVVc IVIIIeR InuUSUles, Inc. rrl Apr v% VD:u/:IL LVVJ rage t I 7-2-0 I 14-4-0 t 7-2-0 7-2-0 4x4 - 2 3x4 - 3x4 - ' ^ ^ 1.5x4 Scale = 1:29.5 LUMBER BRACING TOP CHORD 2 X 4 DF No.1-G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Std -G REACTIONS (Ib/size) 1 =463/0-3-8, 3=463/0-3-8 Max Horz 1=-43(load case 3) Max Uplift 1=-36(load case 5), 3=-36(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-496, 2-3=-496 BOT CHORD 1-4=439, 3-4=439 WEBS 2-4=98 NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard I)UJI LDi NG DEPARTr"ATIV QRpFESS/p q C. ANn_ �. "c"C17180Zz * EXP. 06/30/05 S� CIVI' �TFCF CAlt April 4,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE IIIIIII1! )esign valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be astalled and loaded vertically. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer- not truss � lesigner. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the esponsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance aganling fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing SpecBicoUon, and HIB -91 iandling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 ' Te W 7-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in v (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.06 1-4 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.10 1-4 >999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 1 0.01 3 n/a BCDL 7.0 Code UBC97/ANSI95 1st LC LL Min I/defl = 240 Weight: 46 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1-G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Std -G REACTIONS (Ib/size) 1 =463/0-3-8, 3=463/0-3-8 Max Horz 1=-43(load case 3) Max Uplift 1=-36(load case 5), 3=-36(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-496, 2-3=-496 BOT CHORD 1-4=439, 3-4=439 WEBS 2-4=98 NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard I)UJI LDi NG DEPARTr"ATIV QRpFESS/p q C. ANn_ �. "c"C17180Zz * EXP. 06/30/05 S� CIVI' �TFCF CAlt April 4,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE IIIIIII1! )esign valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be astalled and loaded vertically. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer- not truss � lesigner. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the esponsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance aganling fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing SpecBicoUon, and HIB -91 iandling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 ' Te W Job Truss Truss Type Oty Ply PLATES GRIP 3750 G3 KINGPOST 1 1 R8846076 E(optional) Lonafellow Lumher rn Inr rhi— r� ciraio_ Lumber Increase 1.25 BC 0.37 Vert(TL) -0.09 4-5 >999 „ —" -- ..v.v—. 1.— ray. r -0.10.2 6314 13.5.14 010.2 6.3.14 7-2,0 4x4 - 0102 a 3 — It 3x4 = 6.3.14 6.3.14 1.5x4 II Scale = 1:29.5 C16 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.51 Vert LL) -0.06 4-5 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.09 4-5 >999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.01 4 n/a BCDL 7.0 Code UBC97/ANSI95 1st LC LL Min I/deft = 240 Weight: 51 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1-G TOP CHORD Sheathed.or 6-0-0 oc purlins. BOT CHORD 2 X 4 OF No.1-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std -G SLIDER Left 2 X 6 OF SS 3-3-9 REACTIONS (lb/size) 1 =440/0-3-8, 4=440/0-3-8 Max Horz 1=-43(load case 3) Max Uplift 1=-34(load case 5), 4=-34(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-467, 2-3=-467, 3-4=-447 BOT CHORD 1-5=395, 4-5=395 WEBS 3-5=93 NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard U-Inm COUNTY ,ijiLDINNIG ®SPAN I MEQ'-. 4 QRpF ESS/0 - _< C A�� C 17180Z * EXP. 06/30/05 *. 1ST CIVIL �P TF3F CALIF �� </ April 4, 2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to beOD Instalied and loaded vertically. Applicability of design pammenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Ouality Standard, DSB-89 Bracing Specification, and HIB -91 handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 C T1f9 "� A Job Truss Truss Type Qty Ply f 7-" LOADING (psf) SPACING 2-0-0 R10394445 3750 J1 QUEENPOST 1 1 Plates Increase 1.25 TC 0.14 Vert(LL) -0.06 2-7 >999 M1120 220/195 !optional) Longfellow LUmDer to., Inc., l-nlco, t -a. `Jb`JLU-/4s4 4.LV I JF{ I s uct I / LVVZ MI I eK Inaustrles, Inc. lue uct 14 ut5:.3d:u I zuus rage I I -1-0.0 I 3-9-8 I 7.0.8 1 10-3-8 1 14-1-0 I 1-0-0 3-9-8 3-3-0 3.3-0 3.9-8 4x4 = 4 4x4 = 4x4 - 3x10 = Scale = 1:29.3 REACTIONS (lb/size) 2 =1072/0-5-8, 6 =1003/Mechanical Max Horz 2=72(1oad case 4) Max Uplift 2=-134(load case 5), 6=-78(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=11, 2-3=-1695, 3-4=-1546, 4-5=-1546, 5-6=-1708 BOT CHORD 2-7 =1488, 6-7 = 1508 WEBS 3-7=-120, 4-7=345, 5-7=-143 NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7.93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASEIS) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase = 1.25 Uniform Loads (plf) Vert: 2-6=-32.0, 1-4=-52.0, 4-6=-52.0 Concentrated Loads (lb) Vert: 4 = -860.0 U I L®I NG uEPAR MEN- l" 0?,OF ESS/O " C17180 `I * EXP. 06/30/05 /* , Lf'T CIVIL ��P gTFOF CALF October 14,2003 11 Warning -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification. and HIB -91 �j��rtp �gty{ Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W 153719 8� W R [ TK,. T'i - 7-0-8 f 7-" LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl v PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.14 Vert(LL) -0.06 2-7 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.13 2-7 >999 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.03 6 n/a BCDL 7.0 Code UBC97/ANS195 1st LC LL Min Well = 240 Weight:,59 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1-G TOP CHORD Sheathed or 4-10-15 oc purlins. BOT CHORD 2 X 4 OF No.t-G BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. .WEBS 2 X 4 OF Std -G 'Except' 4-72X6OFSS-G REACTIONS (lb/size) 2 =1072/0-5-8, 6 =1003/Mechanical Max Horz 2=72(1oad case 4) Max Uplift 2=-134(load case 5), 6=-78(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=11, 2-3=-1695, 3-4=-1546, 4-5=-1546, 5-6=-1708 BOT CHORD 2-7 =1488, 6-7 = 1508 WEBS 3-7=-120, 4-7=345, 5-7=-143 NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7.93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASEIS) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase = 1.25 Uniform Loads (plf) Vert: 2-6=-32.0, 1-4=-52.0, 4-6=-52.0 Concentrated Loads (lb) Vert: 4 = -860.0 U I L®I NG uEPAR MEN- l" 0?,OF ESS/O " C17180 `I * EXP. 06/30/05 /* , Lf'T CIVIL ��P gTFOF CALF October 14,2003 11 Warning -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification. and HIB -91 �j��rtp �gty{ Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W 153719 8� W R [ TK,. T'i - Job Truss Truss Type Oty Ply SPACING 2-0-0 3750 J2 KINGPOST 2 1 R8846078 Lonafellnw I umh- rn Inc rhirn r� or;ow_TnoA MI120 220/195 TCDL 10.0 (optional) 1.0.0 7-0.8 7-0.8 4x4 = 3 , ,,... , ., —y. w vo.vr. rY cvvo rage 1 7.0.8 3x4 = 5 3x4 = 1.5x4 II Scale = 1:29.3 R 0 7.0.8 7.0-8 y14-1-0 17-0-0 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.05 2-5 >999 MI120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.08 2-5 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.01 4 n/a BCDL 7.0 Code UBC97/ANS195 1st LC LL Min I/defl = 240 Weight: 47 Ib LUMBER BRACING ' TOP CHORD 2 X 4 OF No.1-G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 OF No.1-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Std -G REACTIONS (Ib/size) 2=516/0-5-8, 4=452/Mechanical Max Horz 2=72(load case 4) Max Uplift 2=-91(load case 5), 4=-35(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=11, 2-3=-491, 3-4=-490 BOT CHORD 2-5=436, 4.5=436 WEBS 3-5=96 %_I j IN �J(i BUTTE NOTES �v 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed 3 �'�@�� �q .b E,�� ���^'� D for the wind loads generated by 85 mph winds at 25 ft above ground level, ) using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C. ASCE 7-93 per UBC97/ANS195 If and verticals or cantilevers exist, they are exposed to wind. If porches ®R exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 33 "�� R 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. ESS/pNq LOAD CASE(S) Standard OQRpF AIVn _ �� F 7-C17180Z" * EXP. 06/30/05 S� CIVIC �P gTFOF CALIF��� April 4,2003 a Warning •Verity design pammatom and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer. not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. Quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB•91 M pI e DOI Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 8 T e pd - Job Truss Truss Type City• { ,Ply BOT CHORD 2 X 6 DF SS -G WEBS 2 X 4 OF Std -G *Except* BC 0.87 R8852348 I 3750 K1 MONO CAL HIP 1 1 2 Left: 2 X 4 OF Std 1st LC LL Min I/defl = 240 Weight: 238 Ib n / (optional) LongTellOW LUmDer L.O., Inc., t.nico, ua. yOy Lo -/40'i 4.LV I Dn 1 5 UCI I I LVVL IVII I eK InuubuluS, Inc. nnun hVr V/ V9[OO LV ray. r -1-0.0 I 3.9-13 I 7-1-11 47-11 18.6-0 1-0-0 3.9.13 3.3.14 0.64 10-10-1 5x12 3x4 - 4 r, 3x8 - 6x8 - R 7 Scale = 1:36.7 LOADING (psf) TCLL 16.0 TCDL 10.0 BCLL 0.( BCDL 7.( LUMBER TOP CHORD 2x6 II 1000 = 6x6 =6x6 = 1000 = 4x4 II 3.9.13 3.9.13 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code UBC97/ANS195 3.3.14 CSI 2 X 4 OF No. 1-G •Except• in (loc) I/defl 4-7 2 X 6 DF SS -G BOT CHORD 2 X 6 DF SS -G WEBS 2 X 4 OF Std -G *Except* BC 0.87 7-8 2 X 4 OF No.1-G, 5-12 2 X 4 OF No.t-G 6-10 2 X 4 OF No.1-G, 7-9 2 X 4 OF No.1-G WEDGE 0.05 8 n/a Left: 2 X 4 OF Std CSI DEFL in (loc) I/defl PLATES GRIP TC 0.59 Vert(LL) 0.15 12-13 >999 M1120 220/195 BC 0.87 Vert(TL) -0.22 12-13 >973 WB 0.85 Horz(TL) 0.05 8 n/a (Matrix) 1st LC LL Min I/defl = 240 Weight: 238 Ib BRACING TOP CHORD Sheathed or 3-6-3 oc purlins, except end verticals, and 2-0-0 oc purlins (5-10-4 max.): 4-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 8=8018/0-5-8, 2=5999/0-5-8 Max Horz 2 = 260(load case 4) Max Uplift 8=-1130(load case 4), 2=-849(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=26, 2-3=-1 2461, 3-4=-1 0956, 4-5=-9803, 5-6=-9686, 6-7=-6709, 7-8=-6211 BOT CHORD 2-13=10993, 13-14=10993, 14-15=10993, 12-15=10993, 12-16=9686, 11-16=9686, 10-11 =9686. 10-17=6709, 17-18=6709, 9-18=6709, 9-19=204, 19-20=204, B-20=204 WEBS 3-13=1717, 3-12=-1162, 4-12=4170, 5-12=160, 5-10=-201, 6-10=4045, 6-9=-2806, 7-9=8837 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. Continued on page 2 BU IT COUNTY WRL®ING DE,PARTMLN' I0,�pFESS/p q 2� C. AAIp , C 17180 z� * EXP. 06/30/05 S'I�gFT��FCIFLP April 7,2003 IA& W. -Ing - Verify design Paramotem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MOI -7473 BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additlonal temporary bracing to Insure stability during construction is the respmsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Y kr; i Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiT �O Job Truss Truss Type Qty Ply 3750 K1MONO CAL HIP 1 2 R8852348 (optional) Longfellow Lumber Co.. Inc., Chico. Ca. 95928-7434 4 901 SR1 a O,t 17 7nn9 sAtTeI, rn l . •.1 " r_ "!__ n_- ....................r.y, yr v -...r u. c -t <vvJ rGaC L NOTES r 7) �2 plyrtruss-fo be connected together with 0.131 "x3" Nails as follows: ' Topp=chords=connected`as follows: 2 X 4- 1 row at 0-9-0 oc, 2 X 6- 2 rows �0-9-0c. Bottom chords -connected as follows: 2 X 6 - 3 rows at 0-4-0 oc. Webs-cconnected as follows:.2-X 4 - 1 row at 0-9-0 oc. B) Design assume' s 4x2 jflat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) Special hangei(s) or connection(s) required to support concentrated load(s) 2515.01b down and 360.916 up at 6-0-0, 1255.0Ib down and 180.1 lb up at 8-0-0, 1255.0Ib down and 180.1 lb up at 10-0-0, 1685.O1b down and 241.81b up at 12-0-0, 1685.0Ib down and 241.81b up at 14.0-0, 1330.0Ib down and 190.91b up at 16-0-0, and 1585.0Ib down and 227.41b up at 18-0-0, and 1447.0Ib down and 207.61b up at 4-3-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1-4=-52.0, 4-7=-52.0, 2-8=-14.0 Concentrated Loads (lb) Vert: 11 =-1255.0 14=-1447.0 15 2515.016=-1255.017=-1685.018=-1685.019=-1330.020=-1585.0 UNTY UTTE CID eL11L®ING DEPA RIME ` �V V Waning -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be 1 Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability dudng construction is the 4 responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-09 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Ddve, Madison, WI 53719 i Te W' f y V Waning -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be 1 Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability dudng construction is the 4 responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-09 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Ddve, Madison, WI 53719 i Te W' Job Truss Truss Type City Ply TC 0.25 3750 L1 CAL HIP 1 1 R8846080 Lonafellow Lumber Co_- Inr- Chinn ra QrQ9R-7GQd WB 0.59 Horz(TL) (optional) 3-1D4 -- - ---. - - ,111. ,„.,N, — --- a cvua rage 1 0-4-3 3-6-9 5x6 \\ 1.5x4 II LOADING (psf) TCLL 16.0 TCDL 10.0 BCLL 0.0 BCDL 7.0 , 4x4 i3—ID-0 3x10 II .,— 4x4 = � SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code UBC97/ANSI95 CSI DEFL in floc) I/deft TC 0.25 Vert(LL) 0.03 1-5 >999 BC 0.45 Vert(TL) -0.05 1-5 >999 WB 0.59 Horz(TL) 0.01 4 n/a (Matrix) 1st LC LL Min I/defl = 240 LUMBER BRACING TOP CHORD 2 X 4 OF No.1-G TOP CHORD BOT CHORD 2 X 6 DF SS -G WEBS 2 X 4 OF Std -G BOT CHORD REACTIONS (Ib/size) 1=1221/0-5-8,4=1447/Mechanical Max Hoa 1 =1 17(load case 4) Max Uplift 1=-145(load case 4), 4=-206(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-2169, 2-3=0, 3-4=-94 BOT CHORD 1-6=1929, 5-6=1929, 5-7=1813, 7-8=1813, 4-8=1813 WEBS 2-5=1431, 2-4=-2025 Scale = 1:17.2 PLATES GRIP M1120 220/195 Weight: 37 Ib Sheathed or 4-2-5 oc purlins, except end verticals, and 2-0-0 oc puffins: 2-3. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24'ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) Special hanger(s) or connection(s) required to support concentrated load(s) 200.01b down and 28.71b up at 4-0-0 on top chord, and 1005.01b down and 144.21b up at 2-11-0, and 455.0110 down and 65.31b up at 4-11-0, and 455.01b down and 65.31b up at 6-11-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1-2=-52.0, 2-3=-52.0, 1-4=-23.0 Continued on page 2 V Warning -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design pammenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 BUTTE icoamw U LDI NIG DEPARTI+ EM.'' 'h �� illy .11k A, QROFESS/O q n� C. ANO.c• l `� C17180 Z * EXP. 06/30/05 s� CiV)l �P \OF CAL1F0�/ April 4, 2003 ® iTe Job Truss Truss Type Qty Ply R8846060 3750 L7 CAL HIP 1 1 (optional) ^a•�••�-- ����� +�+ +.— on r a — r r cvvc r—, uR uruusrnes, inc. rn Apr vv vo:vr: 1 D tvv.t rage LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 2=-200.0 6 =-1005.0 7 =-455.0 8 =-455.0 BUTTE COUNTY 5- ILDING DE1 ARTMEN `" i V Warning - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE fa_® Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibilliry, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality central, rol, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 p ®i �,� Handling ,Walling and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719 Job Truss Truss Type City / Ply 244-13 29.2.10 34-0-7 •: 39 0 0� (`R10394446 5-6-11 44-11 4-9-13 3750 M1 MONO CAL HIP 1 4-9-13 F�. I 4-9-13 —V- 11-9 Plate Offsets (X,Y): [2:0-4-12,0-1-81, 118:0-3-0,Edgel it (optional) -0.01 5.6-11 5-10.115 9.11-6 1 14-9-3 1.0-0 5.6.11 044 4-0-7 4-9-13 5x6 6.00 12 3x4 = 3 4 �.cv ani s vut it cvvc rvniex inuusstnes, Inc. we vci tv vo:aa:ve cvva rage t 1 19-7.0 1 244-13 1 29-2-10 I 34-0.7 1 39-0-0 4.9-13 4.9.13 4-9-13 4-9-13 4-11.9 3x4 = 3x4 = 3x6 = - 3x4 = 5 6 7 22 8 Scale = 1:69.2 3x4 = 4x4 = 4x6 = 9 10 11 4 0 rh 3x8 = 243 20 19 18 17 24 16 15 14 13 12 3x4 = 3x4 = 4x6 = 3x4 = 3x4 = 44 = 3x8 = 2x4 II 3x4 = 3x6 = 1 5-6-11 I 9-1111 I 14-9-3 19-7-0 244-13 29.2.10 34-0-7 •: 39 0 0� 5-6-11 44-11 4-9-13 I 4-9-13 I 4-9-13 I 4-9-13 F�. I 4-9-13 —V- 11-9 Plate Offsets (X,Y): [2:0-4-12,0-1-81, 118:0-3-0,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0.55 17 > 841 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.78 17 > 598 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.15 12 n/a BCDL 7.0 Code UBC97/ANSI95 list LC LL Min I/defl = 240 Weight: 367 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1-G TOP CHORD Sheathed or 5-11-12 oc purlins, except end verticals, BOT CHORD 2 X 4 DF No.1-G and 2-0-0 oc purlins (4-2-11 max.): 3-11. WEBS 2 X 4 DF Std -G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 12=2424/0-3-8, 2=2431/0-3-8 Max Horz 2=230(load case 4) Max Uplift 12=-465(load case 4), 2=-463(load case 4) FORCES Ilb) - First Load Case Only TOP CHORD 1-2=11, 2-3=-4890, 3-4=-4306, 4-5=-6622, 5-6=-8163, 6-7=-8647, 7-22=-8647, 8-22=-8647, 8-9=-8072, 9-10=-6440, 10-11 =-3749, 11-12=-2360 BOT CHORD 2-21 =4390, 21-23=6622, 20-23=6622, 19-20=8163, 18-19=8647, 17-18=8647, 17-24=8072, 16-24=8072, 15-16=6440, 14.15=6440, 13-14=3749, 12-13=0 WEBS 3-21 =1571, 4-21 =-2727, 4-20=995, 5-20=-1772, 5-19=401, 6-19=-556, 6-17=-198, 8-17=660, 8-16=-798, 9-16=1877, 9-14=-1397, 10-14=3093, 10-13=-1997, 11.13=4309 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Girder carries hip end with 6.0-0 end setback 8) 2 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as. follows: 2 X 4 - 1 row at 0-9.0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Continued on page 2 Bul IIE Cl wi ILDING ME 0?,OF ESSIp n�C.ANOnI -C"TEXP.06/30/0 5 s� CIVIL e October 14,2003 I Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE t•� 3esign valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be nstalled and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss fesigner. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the esponsibiility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance egarding fabrication. Quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification. and HIB -91 y f�¢_ candling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 [Tek " Job Truss Truss Type Qty Ply 810394446 3750 M1 MONO CAL HIP 1 2 (optional) Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434 4.201 SRI s Oct 17 2002 MiTek Industries, Inc. Tue Oct 14 08:33:02 2003 Page 2 LOAD CASEIS) Standard 1) Regular: Lumber Increase = 1.25, Plate Increase= 1.25 Uniform Loads (plf) Vert: 1-3=-52.0, 3-11 =-98.0, 2-12=-26.4 Concentrated Loads Iib) Vert: 3 = -234.0 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard. OSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 p i Te W" Job Truss Truss Type Qty Ply DEFL in floc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.74 Vert(LL) 0.57 14 >814 R10394447 3750 M2 MONO CAL HIP 1 1 BCLL 0.0 Rep Stress Incr NO WB 0.96 HOrz(TL) 0.20 10 n/a BCDL 7.0 loptionall wnyi.ow wnwc, w., uw., '.r V, Ve. vuuzc r4 V.LV I ,,n I s Vct I / zuvz Iv111 eK InousineS, Inc. I Ue VCt 14 Vt5:JJ:VL LOUD rage I -,1-0-01 7.4-11 7.1D-15 13-5-12 1 19-9.14 1 26-2-0 1 32-6-2 I 39-0-0 1-0-0 74-11' 0 -I6 -4I 5.6.13 64-2 64-2 6-4-2 6.5-14 Scale = 1:69.9 5x8 6.00 12 4x4 - 3 18 4 4x4 - 5x8 = 4x4 - 5 6 7 4x6 - 5x8 - 8 19 9 5x8 = 17 16 15 14 1312 11 10 44 = 3x4 - 3x4 - 4x6 - 5x8 - 2.5x4 1( 4x12 M1120H = 3x8 - } 74-11 1 13-5-12 I 19-9-14 1 26.2-0 I 32-&2 1 39-0-0 74-11 6.1-0 64-2 64-2 64-2 &5-14 0 0 0 Plate Offsets (X,Y): 12:0-1-12,Edgel, 13:0-3-15,0-2-81, 16:0-3-15,0-2-81, 115:0-6-0,Edgel, 117:0-1-15,0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.74 Vert(LL) 0.57 14 >814 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.72 14-16 >646 M1120H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.96 HOrz(TL) 0.20 10 n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/deft = 240 Weight: 207 Ib LUMBER BRACING TOP CHORD 2 X 6 OF SS -G *Except* TOP CHORD 1-3 2 X 4 OF No.1-G BOT CHORD 2 X 4 OF No.1 &Btr-G BOT CHORD WEBS 2 X 4 OF Std -G *Except* WEBS 9-10 2 X 4 OF No.1-G, 5-16 2 X 4 OF No.1-G 7-14 2 X 4 OF No.1-G, 8-13 2 X 4 DF No.1-G 9-11 2 X 4 OF No. 1-G t REACTIONS (lb/size) 10=2405/0-3-8, 2=2086/0-3-8 Max Horz 2=283(load case 4) Max Uplift 10=-855(load case 4), 2=-631(load case 4) Sheathed or 2-7-1 oc purlins, except end verticals, and 2-0-0 oc purlins (3-4-3 max.): 3-9. Rigid ceiling directly applied or 4-7-3 oc bracing. 1 Row at midpt 9-10, 4-17, 9-11 FORCES Ilb) - First Load Case Only TOP CHORD 1-2=22, 2-3=-4204, 3-18=-3656, 4-18=-3656, 4-5=-5416, 5-6=-6076, 6-7=-6076, 7-8=-5400, 8-19=-3467, 9-19=-3467, 9-10=-2346 BOT CHORD 2-17=3703, 16-17=5416, 15-16=6076, 14-15=6076, 13-14=5400, 12-13=3467, 11-12=3467, 10-11=88 WEBS 3-17=1.177, 4-17=-2051, 4-16=454, 5-16=-761, 5-14=-298, 7-14=780, 7-13=-1019, 8-13=2229, 8-11 =-1869, 9-11 =3897 NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are M1120 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Girder carries tie-in spans of 4.0-0 from front girder and 4-0-0 from back girder 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Continued on page 2 X BUTTI E COU. OI'll Ni A tl F 'a - V 0?,pF ESSIO n� �. ANON. C 17180 )*'0", * EXP. 06/30/05 s� C'Vft- NZ, 1rFOF CALtF October 14,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use onlywith MTek connectors. This design is based only upon parameters shovm, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality central, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Sperifica0on, and HIB -9 1 Mi �g Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W 153719 M F T4 k Job Truss Truss Type Qty Ply R10394447 3750 M2 MONO CAL HIP 1 1 (optional) w••yw•v-• �w nim �.u., u,�,., �., u,,�, a.a. aaa<o-. vav I.<V r Jnr b Vcl r / GVVL rVrl IeK mDUSIrIeS, Inc. IUe VC1 14 UU:J3:UC LUOd rage L LOAD CASE(S) Standard 1) Regular: Lumber Increase = 1.25, Plate Increase= 1.25 _ Uniform Loads (plf) Vert: 1-3=-52.0, 18.19=-104.0, 2-10=-14.0 Concentrated Loads (lb) Vert: 3 = -156.0 Trapezoidal Loads (plf) Vert: 3= -78.0 -to -18=-104.0, 19= -156.0 -to -9=-130.0 BUTTE COUN .3VIL®ING DE'PAIr I+ E o Warning • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with MTek connectors. This design's based onlyupon parameters shown, and is for an individual building component lobe Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss r� designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. Quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 K�1l g Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Y B;l p1��F Te W' Job Truss Truss Type City Ply PLATES GRIP M1120 220/195 Weight: 168 Ib 3750 N1 ROOF TRUSS 1 1 R8846083 Longfellow Lumber Co., Inc., Chico, Ca. 1 cit ... , nn7 onno 95928-7434 4 9171 c ..:r_,. ,_,.._.: (optional) 1.5x4 II 3x4 = 1 2 –___..... --rW.—--l.ro —j rage i 246-0 1.5x4 II 3x8 = 3x4 = 3x4 = 3x4 = 3. 4 5 a 14 13 12 11 3x4 = 3x4 = 3x4i _I—1 1.5x4 I I 24-6-0 Scale = 1:53.2 LOADING (psf) TCLL 16.0 TCDL 10.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.53 BC 0.30 WB 0.40 DEFL in floc) I/defl Vert(LL) 0.04 10 >999 Vert(TL) -0.08 11-12 >999 Horz(TL) 0.02 8 n/a 1st LC LL Min I/defl = 240 PLATES GRIP M1120 220/195 Weight: 168 Ib LUMBER TOP CHORD BRACING 2 X 4 DF No.1-G 0 9 8 = 3x4' = 1.5x TOP CHORD 2-0-0 oc purlins (6-0-0 BOT CHORD 2 X 4 DF No.1-G max.): 1-7, except end verticals. OOT CHORD .. Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Std -G *Except* 14 13 12 11 3x4 = 3x4 = 3x4i _I—1 1.5x4 I I 24-6-0 Scale = 1:53.2 LOADING (psf) TCLL 16.0 TCDL 10.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.53 BC 0.30 WB 0.40 DEFL in floc) I/defl Vert(LL) 0.04 10 >999 Vert(TL) -0.08 11-12 >999 Horz(TL) 0.02 8 n/a 1st LC LL Min I/defl = 240 PLATES GRIP M1120 220/195 Weight: 168 Ib LUMBER TOP CHORD BRACING 2 X 4 DF No.1-G TOP CHORD 2-0-0 oc purlins (6-0-0 BOT CHORD 2 X 4 DF No.1-G max.): 1-7, except end verticals. OOT CHORD .. Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Std -G *Except* WEBS 1 Row at midpt 1-14 2 X 4 OF No.1-G 1-14, 2-14, 3-13 REACTIONS (Ib/size) 14=798/0-5-8, 8=798/Mechanical Max Horz 14=417(load case 4) Max Uplift 14=-59(load case 3), 8=-126(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-14=-136, 1-2=0, 2-3=-487, 3-4=-926, 4-5=-926, 5-6=-919, 6-7=-591, 7-8=-768 BOT CHORD 13-14=487, 12-13=704, 11-12=3, 9-10=591, 8-9=0 WEBS BUTTE��� 10-11 =37.5-10=-247, 2-13=353, 3-12=-187, 6-9=-599,2-14=-792, 3-13=-355, 7-9=884, 6-10=500, 10-12=749, 3-10=295 NOTES [�� fj '¢ �y UIL®IE G DEPd" R h A' 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load i i and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches r �p PRO exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the late grip p 9 p increase is 1:33 ' .Vl 2) Provide adequate drainage to prevent water ponding, 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to for ESS /nN� girder(s) truss to truss connections. 6) This truss has �OQROF l been designed with ANSI/TPI 1-1995 criteria. 7) Design (. Al��� <2 assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. �� �� LOAD CASE(S) Standard Of C 17180 Z * EXP. 06/30/05 sN CIV( �P "60F CALIF _ April 4,2003 Q Warning - Verity design parametors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MfTek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bractng, consult OST -88 Duality Standard, OSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 W1 M e k`- Job Truss Truss Type Qty Ply DEFL in floc) I/deft PLATES GRIP TCLL 16.0 Plates Increase R10394448 3750 01 CAL HIP 1 1 10.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.11 13-14 >999 (optional) "-•'n"-^— _ .— —, ^„-•, ��,��-�/, — —4— — 1 5 - 1/ 4V 4 rVn I CK rr1UU5lrle5, alc. I Ue vut I% vo:JJ:vo GVv3 rage 1 3-4-15 24.6-0 1 .12.6.0 13.0-12 II 16-9-7 I 23.1-1 23- 4 I 39-0.0 12-6-0 3-0-12 13-4-8 6.3.9 0-0-3 14-6-0 Scale = 1:105.2 6.00 12 04-3 1-0-12 4x4 1.5x4 II 4x6 3x8 = 3x4 = 3x8 = 4x4 5x6 , 2 17 3 4 5 11£ 7 8 1 f1 1 r' ob !/ ^ o o to (. I. 0-o 2 11 109 klLl� 0 0 16 15 14 13 1.5x4 II 3x8 = 3x8 - 3x4 = 1.5x4 II 2x4 II 2.5x4 11 5x8 = -1280 1 3-0-12 I 16-9-7 1 23.5-0 21:n L 39.0-0 1280 3-0-12 13-8-11 6.7-13 1812 14-6.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.05 13-14 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.11 13-14 >999 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(TL) 0.03 9 n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min 1/deft = 240 Weight: 195 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1-G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and BOT'CHORD 2 X 4 OF No.1-G 2-0-0 oc purlins (5-10-1 max.): 2-7. WEBS 2 X 4 OF Std -G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-16, 8-9, 3-15 REACTIONS (Ib/size) 16 = 1058/0-5-8, 9 =1 104/Mechanical Max Horz 16=468(load case 4) Max Uplift 16=-198(load case 3), 9=-342(load case 5) FORCES Ilb) - First Load Case Only TOP CHORD 1-2=-436, 2-17=-389, 3-17=-389, 3-4=-1082, 4-5=-1082, 5-18=-1074, 6-18=-1074, 6-7=-175, 7-8=-193, 1-16=-1039, 8-9=-984 BOT CHORD 15-16=4, 14-15=856, 13-14=9, 11-12=738, 10-11=738, 9.10=19 WEBS 2-15=-207, 7-10=-139, 1-15=915, 8-10=902, 12-13=36, 5.12=-415, 3-14=-153, 3-15=-732, 6-11 =79, 6-10=-1020, 6-12=626, 12-14=885, 3-12=301 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. 8) Girder carries tie-in spans of 2.0-0 from front girder and 4-0-0 from back girder 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Continued on page %tandard 3RT IJIL®li�G DE`� `K N� tr. 09,pF ESS/O q C. A/VO, e '$-- C 17180 Z)*7 rn EXP. 06/30/05 ST9T CIV11. ��P FCAUF��/ October 14,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE fit♦ Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to bee Installed and loaded vertically. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB$9 Bracing Specification, and HIB -91 - p9l Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 q�� p�p1 0 i Te k'"'' Job Truss Truss Type City Ply 810394448 3750 01 CAL HIP 7 1 (optional) Longfellow Lumber Co., Inc., Chico, La. !)b`J28-7434 4.201 SRI s Oct 17 2002 MiTek Industries, Inc. Tue Oct 14 08:33:03 2003 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.25, Plate Increase = 1.25 Uniform Loads (plf) Vert: 1-2=-52.0, 17-18=-78.0, 7-8=-52.0, 13.16=-14.0, 9-12=-14.0 Concentrated Loads (lb) Vert: 2=-78.0 7=-78.0 Trapezoidal Loads (plf) Vert: 2 = -52.0-to-1 7 = -78.0, 18= -78.0 -to -7=-52.0 D"UTTE COUNTY IUIL®ING ®EPARTME , A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE 1• Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. Quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, OSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 M s np1 Te k `- Job Truss Truss Type Qty Ply 3750 02 CAL HIP9 62� 624 5-0.12 y 1 R8846085 Longfellow Lumber Co.. Inc.. Chico. Ca. 9592R-7434 a 'In, co, .. n... ;-.7— in floc) I/defl (optional) ... —'. -- -- -w I— raga 1 -1-0.0 -3-0.0 3-9-0 1 9.11-8 166-12 17 0-0 22-9-0 25.6.0 28-114 34.0-0 44-6-0 2-" 3.9-0 62-867-0 $- 4 69-0 69-0 0.5-0 6412 146-0 Scale = 1:94.7 1-0-0 6.00 12 3x8 - 4x4 ivA 6 7 8 18 17 16 3x8 = 3x4 = 3x8 = 1.5x4 11 3x8 - 1.5x4 I I 1.5x4 ) 5x12 = 0 1.5x4 II REACTIONS (Ib/size) 18 = 1172/0-5-8, 10 =1 112/Mechanical Max Horz 18 = 501 (load case 4) Max Uplift 18=-85(load case 5), 10=-139(load case 5) FORCES IV - First Load Case Only TOP CHORD 1-2=13, 2-3=-1173, 3-4=-1949, 4-5=-1949, 5-6=-1351, 6-7=-1215, 7-8=-607, 8-9=-671 , 2-18=-1147, 9-10=-1078 BOT CHORD 17-18=-O, 16-17=0, 15-16=42, 5-15=298, 14-15=1743, 13-14=1072, 12-13=1072, 11-12=1072, 10-11=0 WEBS 3-17=-755, 15-17=1107, 5-14=-626, 6-14=245, 7-14=229, 7-12=87, 7-11 =-743, 8-11 =-5, 2-17=1149, 3-15=711, 9-11 =899 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. ' 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASE(S) Standard BUTTE (MOUITY SWIL®ING DEDAR Xl ,,F VA .EInil Q ()FESS/p _ l �c C. ANn C 17180 Z * EXP. 06/30/05 S'�9T C)v l\- F0 CA1-1F�F� April 4, 2003 A& Warning - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1011.7473 BEFORE USE Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss 1 designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the 1 responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 O'Onofrio Drive, Madison, WI 53719 iTeks: -3.0-0 3-9.0 9.11-8 16$12 22.941 26114 34-0-0 44-6-0 3-0-0 3.941 62-8 674 62� 624 5-0.12 y LOADING (psf) SPACING 2-0-0 CSI in floc) I/defl PLATES GRIP TCLL TCDL 16.0 10.0 Plates Increase Lumber Increase 1.25 1.25 TC 0.93 0.10 15 >999 MI120 220/195 BCLL 0.0 Rep Stress Incr YES BC WS 0.54 0.71 -0.20 14-15 >999 F1S1"LCLLL BCDL 7.0 Code UBC97/ANSI95 0.07 10 n/a Min I/deft = 240 Weight: 217 Ib LUMBER BRACING TOP CHORD BOT CHORD 2 X 4 DF No.t-G 2 X 4 OF No.1-G TOP CHORD Sheathed or 3-10-7 oc purlins, except end verticals, WE 2 X 4 DF Std -G and 2-0-0 oc purlins (5-2-3 max.): 6-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 9-3-15 oc bracing: 17-18 8-11-5 oc bracing: 14-15. WEBS 1 Row at micipt 7-11 REACTIONS (Ib/size) 18 = 1172/0-5-8, 10 =1 112/Mechanical Max Horz 18 = 501 (load case 4) Max Uplift 18=-85(load case 5), 10=-139(load case 5) FORCES IV - First Load Case Only TOP CHORD 1-2=13, 2-3=-1173, 3-4=-1949, 4-5=-1949, 5-6=-1351, 6-7=-1215, 7-8=-607, 8-9=-671 , 2-18=-1147, 9-10=-1078 BOT CHORD 17-18=-O, 16-17=0, 15-16=42, 5-15=298, 14-15=1743, 13-14=1072, 12-13=1072, 11-12=1072, 10-11=0 WEBS 3-17=-755, 15-17=1107, 5-14=-626, 6-14=245, 7-14=229, 7-12=87, 7-11 =-743, 8-11 =-5, 2-17=1149, 3-15=711, 9-11 =899 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. ' 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASE(S) Standard BUTTE (MOUITY SWIL®ING DEDAR Xl ,,F VA .EInil Q ()FESS/p _ l �c C. ANn C 17180 Z * EXP. 06/30/05 S'�9T C)v l\- F0 CA1-1F�F� April 4, 2003 A& Warning - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1011.7473 BEFORE USE Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss 1 designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the 1 responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 O'Onofrio Drive, Madison, WI 53719 iTeks: Job Truss Truss Type Qty Ply 17-0H-0 - I -0 -71 0-0 I -60— 2.0.0 3-9-0 62-8 674 $X�4 � 5-9-0 5-9-0 R10378502 3750 03 CAL HIP 1 1 6 7 8 3x4 Vert(LL) 0.16 14-15 (optional) LOnglerlOW LUmDer 1,0., Inc., %,nlco, %,a. SoyLo-/434 4.LUi Jm i s VCS I / LUUL MI IeK moustrles, inc. mon uCi: 13 uo:3/:4D LUU3 rage I _1.0.0 [2:0-2-15,0-2-01 , BRACING 3-0-0 I I 39-0 • I 9-11-8 I 1a612 X 17-0H-0 - I -0 -71 0-0 I -60— 2.0.0 3-9-0 62-8 674 $X�4 � 5-9-0 5-9-0 0.54 5.0.12 10-0-0 1-0-0 6.00 12 in (roc) 3x8 - 4x4 - , TCLL 6 7 8 3x4 Vert(LL) 0.16 14-15 ^- 4x6 18 17 16 3x8 = 3x4 — 300 = 2.5x4 II 4x12 - 2.5x4 II 1.5X4 5x12 - -3-0411 3.9-0 9-11-8 16612 34W 3-9-0 62-8 674 22-9-0 I 2611- 624 624 Scale = 1:94.7 Plate Offsets (X,Y): [2:0-2-15,0-2-01 , BRACING TOP CHORD 2 X 4 OF No.1-G TOP CHORD LOADING (psf) SPACING 2-0-0 CSI DEFL in (roc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.74 Vert(LL) 0.16 14-15 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.23 14-15 >999 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.09 10 n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 240 Weight: 217 Ib LUMBER , BRACING TOP CHORD 2 X 4 OF No.1-G TOP CHORD Sheathed or 2-11-13 oc purlins, except end verticals, BOT CHORD 2 X 4 OF No.1-G and 2-0-0 oc purlins (4-6-13 max.): 6-8. WEBS 2 X 4 OF Std -G *Except* BOT CHORD Rigid ceiling directly applied or 4-2-2 oc bracing. 2-17 2 X 4 DF No.1-G WEBS 1 Row at midpt 5-14, 7-14, 7-11, 9-10 REACTIONS (lb/size) 18 = 1173/0-5-8, 10 =11 11 /Mechanical Max Horz 18=2467(load case 13) Max Uplift 18=-1551(load case 12), 10=-889(load case 13) Max Grav 18= 2649(load case 7), 10= 191 11(load case 6) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=27, 2-3=-1237, 3-4=-2040, 4-5=-1913, 5-6=-1462, 6-7=-1244, 7-8=-631, 8-9=-744 , 2-18=-1145, 9-10=-1077 BOT CHORD 17-18=24, 16-17=49, 15-16=49, 5-15=291; 14-15=1784, 13-14=1094, 12-13=1094, 11-12=1094,11-19=16, 19-20=16, 10-20=16 WEBS 3=17=-758, 15-17=1083, 5-14=-641, 6-14=254, 7-14=241, 7-12=84,7-11 =-741, 8-11=-14, 2-17=1152, 3-15=708, 9-11=909 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind.. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. T Continued on page 2 DU7TECOUNTYR� 3UI�Li ®E.PA I Ali �oQ�pF ESS/0/ A F �- C 17180 z * EXP. 06/30/05 * S) CIV1\- �P gTFOF C October 13,2003 I Warning - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI67473 BEFORE USE )esign valid for use on lywith MITek connectors. This design Is based on lyupon parameters shown, and Is for an Individual budding component to be nstallad and loaded vertically. Applkabllity of design paramenters and proper incorporation of component Is responsibility of building designer- not truss lesigner. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the esponsibildty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance agarding fabrication, Quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 �j f� iandling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 � g Job Truss Truss Type Qty Ply 810378502 3750 03 CAL HIP 1 1 (optional) ,,armor. .. �� �� •• . --, 1.. ......1- —4V r an i s vc[ If LUUL MI I UK Inousines, Inc. mon vcc Ia vo:an4o tvus rage NOTES 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASES) Standard BUTTE COUNITY 3-0IL®ING DEPARTMENl' 611 t& Warning - Verify design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7479 BEFORE USE ti Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibiWry of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance wan regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB89 Bracing Specification, and HIB -91 �,. Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Job Truss Truss Type Qty Ply TCLL 16.0 Plates Increase 1.25 TC 0.54 TCDL 810378503 3750 04 CAL HIP 1 1 Rep Stress Incr YES WB 0.98 BCDL 7.0 Code UBC97/ANSI95 (optional) Ilyl�l, .. ��Ill�ol II VIII{ V, l tl. JOJCO'/YJY Y.cV r Jn I s Vcr I / /UV4 IVB 1 ex Inausirles, mc. mon uct 13 Vo:J/:4o LDu3 rage i c7 O -1-0-0 30.01 I 3-9-0 I 9-11-6 I 161&12 17j2i2 22-9-0 I 28-60 28-1114 34-0-0 I 44.6-0 12-0-0 39-0 62-8 674 $�4 0� 5-9-0 5-9-0 0-h4 5- 5412 10.6-0 Scale = 1:94.7 1-0-0 6.00 12 3x8 - 4x4 6 7 8 18 17 16 3x8 = 3x4 = 3x8 - II 2x4 II 4x12 - 2.5x4 11 1.5x4 5x12 - -3-0-0 I 39-0 3-0-0 39-0 9-11-8 62-8 I 2x4 11 5-6-12 I 22.9-0 I 28-11-4 I 34-0-0 I 44.6-0 674 624 624 150-12 1 10-6-0 LOADING (psf) SPACING 2-0-0 CSI TCLL 16.0 Plates Increase 1.25 TC 0.54 TCDL 10.0 Lumber Increase 1.25 BC 0.40 BCLL 0.0 Rep Stress Incr YES WB 0.98 BCDL 7.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 OF No.1-G BOT CHORD 2 X 4 DF No.1-G WEBS 2 X 4 DF Std -G DEFL in floc) I/defl Vert(LL) 0.14 14-15 >999 Vert(TL) -0.21 14-15 >999 Horz(TL) 0.08 10 n/a 1st LC LL Min I/defl = 240 PLATES GRIP M1120 220/195 Weight: 217 Ib BRACING TOP CHORD Sheathed or 3-4-3 oc purlins, except end verticals, and 2-0-0 oc purlins 14-10-11 max.): 6-8. BOT CHORD Rigid ceiling directly applied or 4-11-13 oc bracing. WEBS 1 Row at midpt 7-14, 7-11, 9-10 aTY REACTIONS (Ib/size) 18=1173/0-5-8, 10=1111/Mechanical ll t: Cr%UN i T Max HorUplift 18=1779(load case ase 12 3� IL®� �� ®EP�R7i���►' Max Uplih 18=-103411oad case 121, 10=-610(load case 13) Max Grav 18=2132(load case 7), 10=1631(load case 6) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=27, 2-3=-1237, 3-4=-2040, 4-5=-1913, 5-6=-1462, 6-7=-1244, 7-8=-631, 8-9=-744 , 2-18=-1144, 9-10=-1077 BOT CHORD 17-18=29, 16-17=50, 15-16=50, 5-15=290, 14-15=1784, 13-14=1094, 12-13=1094, 11-12=1094, 11-19=16, 19-20=16, 10-20=16 WEBS 3-17=-757, 15-17=1082, 5-14=-641, 6-14=254,7-14=241, 7-12=84, 7-11 =-741, 8-11 =-14, 2-17=1147, 3-15=709, 9-11 =909 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 h with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. Continued on page 2 QaOF ESS/0 <1 AN0� � C17180 ZM * EXP. 06/30/05 c(v(� ��P �FOFCAUFO� October 13,2003 III Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI47473 BEFORE USE Design valld for use only with MITak connectors. This design Is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design pammenters and proper incorporation of component is responsibility of building designer - not truss---�—i rr. designer. Bmcing shown is for lateral support of Individual web members only. Additional temporary bradng to [mum stability during construction is the responsibll5ry, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bredng, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 ��g{ Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 tl�&*�pg�} 9 F Te k' Job Truss Truss Type Qty Ply 810378503 3750 04 CAL HIP ' 1 1 (optional) ..t, " ^ .... — •••. , n , —U, u. --l— —4V 1 an 1 s Vct 1 / zuuz mi I eK mausines, Inc. mon uct I J uo:J/:40 zuu3 rage z NOTES 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 9) Design assumes 4x-2'(flat:orierntation)`pu'rlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. r LOAD CASE(S) Standard 4iUIL®liNIG D E RARTMEIT, a, Warning- Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MIL7473 BEFORE USE Design valid for use only with MRek connectors. This design Is based any upon parameters shown, and to for an Individual bugling component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporatlon of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding labrication, quality control. storage, delivery, erection and bracing, consult OST -88 Ouality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onafrio Drive, Madison, WI 53719 Job Truss Truss Type Qty Ply 2954 3558 41--22-.1.2W 6-3.4 351 3-1-10 6.5-13 5-3-13 5515 R10250418 3750 P1 CAL HIP 4 1 LOADING (psf) SPACING 2-0-0 CSI (optional) -�,a��•• ����•-� . ..... rrr VO. JDJLO'/YJY Y.ZV I an 1 5 uct I / GVVL MIIeK Inoustnes, Inc. rri aep Lb V/:J1:b2f ZVVJ I•age 1 53-4 _ I 13-8-12 I 29-2.12 I 41-2-12 42;2-V 6-3.4 13-8-12 1550 12-" 1-0.0 21 5x6 -- 3x8 = 3x6 = 3x4 - 6.00 12 4 5 6 7 5x6 8 Scale: 1/8"=l' Y 0 21 20 19 18 17 16 1514 1.5x4 II 3x4 - 3x4 - 3x8 = 3x6 = 3x12 M1120H = 5x8 1.5x4 11 1.5x4 II FORCES (Ib) - First Load Case Only TOP CHORD 1-2=0, 2-3=-1838, 3-4=-1741, 4-5=-1564, 5-6=-1732, 6-7=-1732, 7-8=-1937, 30, -11 BOT CHORD 20-21= 1423, 19-20= 1644018-19111776, 17-18=1776,_16-17=1776, 15-16=4, 14-15=0, BUTTE COUNT, 12-13=2237, 10-12=2237 WEBS 3-19=-87, 4-19=434, 5-19=-367, 9-13=-296, 9-12=78, 3-20=-131, 2-20=314, j ILDING DEPART 2-21=-1871, 13-15=52, 8-13=638, 5-17=77, 7-16=-495, 5-16=-75, 13-16=1840, 7-13=298 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are M1120 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed with ANSIfTPI 1-1995 criteria. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard Q�pFESS/p q T C 17180) "T,zEXP. 06/30/05 * , cS'p�T CIV 1L ��P \OFCN-� September 26,2003 a Waning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MR -7473 BEFORE USE Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and Waded vertically. Applicability of design pammenters and proper incorporation of component Is responsibility of building designer- not thus designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bmdng, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -9i ,., Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 -6-344 3.8-1 6-9-11 13-3-8 18-75 24-4-3 2954 3558 41--22-.1.2W 6-3.4 351 3-1-10 6.5-13 5-3-13 5515 f 5-2-1 6-244ya4>. Plate Offsets (X,Y): [10:0-4-12,0-1-8(,[13:0-2-8,0-2-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.49 Vert(LL) 0.13 16 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.24 16-17 >999 M1120H 165/146 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.10 10 n/a BCDL 7.0 Code UBC97/ANSI95 1st LC LL Min I/defl = 240 Weight: 243 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.t-G TOP CHORD Sheathed or 3-9-9 oc purlins, except end verticals, and .BOT CHORD 2 X 4 DF No.1-G 2-0-0 oc purlins (4-3-10 max.): 4-8. WEBS 2 X 4 DF Std -G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-19,5-16 REACTIONS (Ib/size) 21=1352/0-5-8, 10=1421/0-5-8 Max Horz 21=126(load case 4) Max Uplift 21=-100(load case 5), 10=-151 (load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=0, 2-3=-1838, 3-4=-1741, 4-5=-1564, 5-6=-1732, 6-7=-1732, 7-8=-1937, 30, -11 BOT CHORD 20-21= 1423, 19-20= 1644018-19111776, 17-18=1776,_16-17=1776, 15-16=4, 14-15=0, BUTTE COUNT, 12-13=2237, 10-12=2237 WEBS 3-19=-87, 4-19=434, 5-19=-367, 9-13=-296, 9-12=78, 3-20=-131, 2-20=314, j ILDING DEPART 2-21=-1871, 13-15=52, 8-13=638, 5-17=77, 7-16=-495, 5-16=-75, 13-16=1840, 7-13=298 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are M1120 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed with ANSIfTPI 1-1995 criteria. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard Q�pFESS/p q T C 17180) "T,zEXP. 06/30/05 * , cS'p�T CIV 1L ��P \OFCN-� September 26,2003 a Waning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MR -7473 BEFORE USE Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and Waded vertically. Applicability of design pammenters and proper incorporation of component Is responsibility of building designer- not thus designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bmdng, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -9i ,., Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Job Truss Truss Type Qty Ply I I 634 0.681 63-0 F I 6513 64-5 I 6615 I 3-54 57-7 I 571-5 R10250419 3750 P2 CAL HIP 3 1 Lumber Increase 1.25 BC 0.62 Vert(TL) Scale = 1:94.0 (optional) wnyrcuuw wmum VV., ntc., l.rlrW, l d. UOU40-1434 -63.4 8.9.11 I 4.201 SIS 1 s Oct 11 NUL MiTek ex industries, Inc. Fri Sep 26 0/:32:00 2003 rage i 13-3.8 19-7-13 26.2.12 29.60 353-7 41-2-12 42,^ CSI DEFL I I 634 0.681 63-0 F I 6513 64-5 I 6615 I 3-54 57-7 I 571-5 1-0-0 Vert(LL) 0.21 17 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.62 Vert(TL) Scale = 1:94.0 BCLL 0.0 5x6 YES WB 0.73 Horz(TL) 0.20 11 n/a BCDL 7.0 Code UBC97/ANSI95 1st LC LL Min I/deft = 240 5x6 LUMBER BRACING 3x4 - 3x6 - 3x8 = 2 X 4 OF No.1-13 TOP CHORD Sheathed or 3-4-3 oc purlins, except end verticals, and BOT CHORD 6.00 12 5 2-" oc purlins (3-9-13 max.): 5-9. WEBS , 2 X 4 OF Std -G 4x4 3x4 i 6 7 8 9 1.5x4 II 4 3x4 10 3 C? 4x6 2 9 1; 2 coo 1 �l 18 17 1615 14 13 3x8 - 43x8 19419 r - 3x4 - 3x6 = 3x8 - 1.5x4 23 22 21 20 2x4 11 5x8 - 1.5x4 II 1.5x4 n — UPPORT 3x10 = 6-34 I 3-8-1 I 13-3-8 I 19-7-13 I 262-12 I 29-8-0 I 353.7 1 4 41-2-12 634 351 9.7-7 64.5 6515 3-54 57-7 571-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.21 17 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.37 15-17 >999 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.20 11 n/a BCDL 7.0 Code UBC97/ANSI95 1st LC LL Min I/deft = 240 Weight: 231 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1-13 TOP CHORD Sheathed or 3-4-3 oc purlins, except end verticals, and BOT CHORD 2 X 4 OF No.1-G 2-" oc purlins (3-9-13 max.): 5-9. WEBS , 2 X 4 OF Std -G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 23 = 1389/0.5-8, 11 =1419/0-5-8 Max Horz 23=126(load case 4) Max Uplift 23=-63(load case 5), 11 154(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-1644, 2-3=-3504, 3-4=-3492, 4-5=-2368, 5-6=-2136, 6-7=-2412, 7-8=-2412, 8-9=-1945, 9-10=-2168, 10-11=-2503, 11-12=11, 1-23=-1365 BOT CHORD 22-23=0, 21-22=5, 20-21=0, 18-19=2481, 17-18=2412, 16-17=2348, 15-16=2348, 14-15=2348, 13-14=2215, 11-13=2215 WEBS 5-18=748, 9-14=637, 10-14=-288, 10-13=79, 19-21 =69, 3-19=-157, 8-15=76, 6-17=10, 6-18=-400, 8-14=-585, 8-17=92, 2-22=-1545, 19-22=1800, 2-19=1754, 1-22=1567, 4-18=-495, 4-19=997 NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Old nails. LOAD CASE(S) Standard BUTTE COUNTY 3UIL®ING ®E.PARTO ME" Q�pF ESS/p �� ANF l TC 17180 Z rn EXP. 06/30/05 gTFOF CA\- as ��P September 26,2003 11 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use onlywhh Mrrek connectors. This design is based only upon parameters shown, and Is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not buss iesigner. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall sbcctura Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIS -91 t'.; Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'OnoMo Drive, Madison, WI 53719 Job Truss Truss Type Qty Ply DEFL in (loc) 1/deft TCLL 16.0 R10250420 3750 Q1 CAL HIP 7 1 >999 TCDL 10.0 Lumber Increase 1.25 BC 0.52 (optional) wnyrnnuw —... uar s u_ Inc., %'nico, %,a. Oa:7L0-r439 4.GV 1 Drs I s uct I / zuuL mi I eK InoustrieS, Inc. rn Sep ZO V /:JZ:UU zVV3 Page 1 2311-0 -12-0-0 I 7-6.12 I 1481 I 20.8-0 1237-1 II 29.6.11 I 35-6-0 3¢6•p 12-0-0 7$12 6-5-5 6-7.15 2-11-1 5-7-7 5-11-5 1-. Scale = 1:87.4 0.4-3 5X6 i 6.00 12 3x8 - 3x4 - 5x6 3 4 5 6 -12-0-0 12-0-0 1.5 16 15 14 13 12 11 10 3x6 = 3x4 - 3x8 - 3x6 = 3x4 - 3x8 - 1.5x4 II 1.5x4 II 14-0.1 I 20-6-0 123114 I 29811 6.5-5 67-15 334 5-7-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft TCLL 16.0 Plates Increase 1.25 TC 0.21 Vert(LL) 0.10 12 >999 TCDL 10.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.18 15-16 >999 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.07 8 n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 240 LUMBER BRACING PLATES M1120 Weight: 190 Ib TOP CHORD 2 X 4 DF No.1-G TOP CHORD Sheathed or 4-3-0 oc purlins, except BOT CHORD 2 X 4 DF No.t-G 2-0-0 oc purlins (4-9-2 max.): 3-6. WEBS 2 X 4 DF Std -G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 8=1224/0-5-8, 16=1158/0-5-8 Max Hoa 16=-155(load case 3) Max Uplift 8=-144(load case 5), 16=-91(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=43, 2-3=-1415, 3-4=-1222, 4-5=-1794, 5-6=-1581, 6-7=-1825, 7-8=-2197, 8-9=22 BOT CHORD 15-16=722, 14-15=1670, 13-14=1670, 12-13=1670, 11-12=1794, 10-11=1887, 8-10= 1887 WEBS 3-15=283, 6-11 =460, 7-11 =-334, 7-10=90, 4-14=65, 5-12=-52, 4-15=-651, 5-11 =-309, 4-12=180, 2-15=587, 1-16=-10, 2-16=-1320 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASES) Standard GRIP 220/195 BUTTE CC""U N I .UILEANG 1"E r.. 1,, 7115 S`' �' �i t) i :' 0?,OF ESS/p �` C 17180 Z * )"." EXP. 06/30/05 * ���C September 26,2003 III Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valla for use only with MTek connectors. This design O based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Appgcability, of design paramenters and proper incorporation of component is responsibility of building designer- not truss � ^+ designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. Far general guidance regarding fabrication, Quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, OSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Tnuss Plate Institute, 583 (7Onofrio Ddve, Madison, WI 53719 Job Truss Truss Type Qty Ply design peal mentors and proper Incorporationlto ol component Is responsibility of building designer -not truss Installed and boded vertically. Acral LOADING (psf) SPACING 810378504 3750 Q2 CAL HIP 1 1 PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.27 (optional) ��rrB,a r�Y wrrrum vu., IIIc., niw, . n. aceto-rwow w.cv I an 1 s Uct I i LUUL mI I eK Inuustries, Inc. mon uc1 I d uo:sr:wr cuua rage I NC 4 0 23.11-4 -12-0-0 I 7.6-12 I 14-0.1 I 20-9-0 I 23.7-1 H 29571 I 35-6-0 3¢-6•Q 12-0-0 7-6-12 6-5-5 6.7-15 2-11-1 5-7-7 5-11-5 ;4,-6 Scale = 1:87.4 0-0-3 -12-0-0 12.0-0 1.5 5x6 i 6.00 12 4vR — Rvd — 5X6 I 16 15 14 13 12 17 181 10 4x6 - 3x4 - 3x8 - 3x6 - 3x4 - 3x8 - 1.5x4 II 1.5x4 II 7512 1451 2050 2311.4 6-5-5 6-7-15 33-4 29511 5-7-7 Plate Offsets MY): [8:0-0-12,0-0-21 Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be design peal mentors and proper Incorporationlto ol component Is responsibility of building designer -not truss Installed and boded vertically. Acral LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.27 Vert(LL) 0.14' 12 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.22 11-12 >999 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.10 8 n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 240 Weight: 190 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1-G TOP CHORD Sheathed or 3-5-5 oc purlins, except BOT CHORD 2 X 4 DF No.t-G 2-0-0 oc purlins (4-6-3 max.): 3-6. WEBS 2 X 4 DF Std -G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 8=1224/0-5-8, 16=1158/0-5-8 Max HorUplift 16=-11(load d case 10) ®��� 1 Max Uplift 8=-65511oad case 11), 16=-464(1oad case 12) �, .`� 6 Max Grav 8=1749(load case 6), 16=1558(load case 7) u %� a FORCES (lb) - First Load Case Only ���®��� ������1 ��1'--° ' TOP CHORD 1-2=43, 2-3=-1415, 3-4=-1222, 4-5=-1794, 5-6=-1581, 6-7=-1825, 7-8=-2197, 8-9=22 BOT CHORD 15-16=722, 14-15=1670, 13-14=1670, 12-13=1670, 12-17=1794, 17-18=1794, 11-18=1794, 10-11 =1887, 8-134, 7-1 ® g WEBS 3-15=283, 6-11 =460, 7-11 =-334, 7-10=90, 4-14=65, 5-12=-52, 4-15=-651, 5-11 =-309, B�Ip 4-12=180, 2-15=587, 1-16=-10, 2-16=-1320 , P RED NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. Continued on page 2 October 13,2003 I& Warning - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be design peal mentors and proper Incorporationlto ol component Is responsibility of building designer -not truss Installed and boded vertically. Acral rt support designer. Bracing shown b for lateral support Of individual web members only. Additional temporary bracing to Insure stability during construction Is the stab responsibilfity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. Quality control, storage, delivery. erection and bracing, consult OST -88 Ouallty, Standard, DSB-89 Bracing Specification, and HIS -91 ' Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 WOnofdo Drive, Madison, WI 53719 py�� �y M €Tek Job Truss Truss Type Qty Ply R10378504 3750 Q2 CAL HIP 1 1 (optional) lBl�ll ....,ills.. � I. , . Ilcu, .n. aaa<o-rva. I.—r an i s vcr i i cvvc rvuiex muusures, mc. mon vct is vocan4r cvva rage z NOTES 1 Tic is truss has�be�n designed with TANSI/T, PI 7. 1995 criteria. This truss has been designed for a.totandr_ag load:of 2100i1b. Connect_truss to resist drag loads alon�bottom-chord m 0-0-0 to 1-0-0, Q34-6_Orto�335�-0,for,1050.0.pi� � $ 8) Design assumes 4x2 (flat'orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASES) Standard k 1W BUTTE COUIN PILDING ` 'rAr - Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with M(rek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design pammentsm and proper incorporation of component is responsibility of building designer- not truss o..r� designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibiltity, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 j Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 WOnof to Drive, Madison, WI 53719 e+ Job Truss Truss Type Qty Ply DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 810378505 3750 R1 Q, D CAL HIP 1 1 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 (optional) �.,,,e1, , „ , 1 r rr6V, 1,0 ....... 1104 �.cu r an 1 s uct i r LwL mi i eK maustries, Inc. mon uci I J uo:J 7:4td LUUJ rage i -t-e-� 6.1-12 I 11$15 I 17-&12 17-10.15 24-2-9 I 31$7 I 37-7-1 37-11-4 43.9.1 I 47-" 1 55-6-0 1 1.0-0 6-1-12 5-74 5-9-13 0-4.113 6.3.9 7-0.15 6-3.9 0-4-13 5-9-13 3-6.15 8-00 Scale: 1/8"=1' 6.00 12 5x6 3x8 - 3x6 = 3x6 - 5x6 3x6 i 6 7 8 9 10 5x6 = 22 21 20 19 18 17 16 15 23 1413 3x6 - 3x6 = 2x4 II 3x6 = 3x8 - 6x6 = 3x8 = 3x6 = 3x4 () 8-1 t-5 6-7-7 24-2-9 1 31-3.7 1 37-114 6-7-13 7-0-15 6-7-13 8-7-7 8-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.59 Vert(LL) 0.22 20 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.38 20-21 >999 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(TL) 0.15 13 n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/deft = 240 Weight: 280 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1-G TOP CHORD Sheathed or 2-10-14 oc purlins, except end verticals, BOT CHORD 2 X 4 DF No.1-G and 2-0-0 oc purlins (4-0-4 max.): 6-10. WEBS 2 X 4 DF Std -G BOT CHORD Rigid ceiling directly applied or 5-5-11 oc bracing. WEBS 1 Row at midpt 5-20, 7-20, 7-17, 9-15, 11-14, 12-13 REACTIONS (Ib/size) 2=1642/0-5-8, 13=1585/0-5-8 Max Hoa 2=404((oad case 13) Max Uplift 2=-682(load case 12), 13=-442(load case 11) Max Grav 2=2177(load case 7), 13=1955(load case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2=22, 2-3=-3054, 3-4=-2848, 4-5=-2728, 5-6=-2311, 6-7=-2022, 7-8=-1949, 8-9=-1949, 9-10=-1407, 10-11 =-1622, 11-12=-358, 12-13=-1526 BOT CHORD 2-22 = 2647, 21-22 = 2647, 20-21 = 2343, 19-20= 2164, 18-19 = 2164, 17-18 = 2164, 16-17=1949, 15-16=1949, 15-23=899, 14-23=899, 13-14=35 WEBS 3-21 =-232, 5-21 =336, 5-20=-443, 6-20=608, 7-20=-234, 7-18=94, 7-17=-341, 9-17=355, 9-15=-894, 10-15=307, 11-15=731, 11-14=-1429, 12-14=1324 NOTES I This truss has been checked for unbalanced loading conditions.- 2) onditions:2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water"ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6),aThis_truss-has,beenedesigned,with-6NSI/TPI 1-1995 criteria. 7) This truss has been deslgn'ed-f6r a'total-drag-Ioad-of'1900-16. Connect truss to resist drag loads along bottom-chord-from-0-0-0,to-5-0-0;,41-8-6-to-47-6-0,for,175.9,plf 81"Girder carries tie-in spans of -2=0 0 from front girder and back girder 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Continued on page 2 BUTTE E OUN-B � .3UIIm®ING ®E.PARi'AA.fW' 9?,pFESS/p/p C 17180 �� * EXP. 06/30/05 * IN �TFOF CA�1F0� October 13,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1101II.7473 BEFORE USE Design valid for use only with Mrrek connectors. This design Is based only upon parameters shown, and Is for an IndMdual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilpty, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance mum I regarding fabrication, quality control, storage, delWary, erection and bracing, consult OST -88 Duality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation avertable from Tniss Plate Institute. 583 D'Onofaaa{{{ ¢ rio Drive, Madison, WI 53719 E Te k `"" Job Truss Truss Type Oty Ply 3750 R1 CAL HIP 1 1 R10378505 (optional) Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Mon Oct 13 06:37:48 2003 Page 2 TES If 1• 10) pecial hanger(s) or connection(s) required to support concentrated load(s) 26.O1b down and 33.61b up at 37-9-8, and 26.Olb down and 61b up at 17-8-8 on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 Uniform Loads (plf) Vert: 1-6=-52.0, 6-10=-52.0, 10-12=-52.0, 2-13=-14.0 Concentrated Loads (Ib) Vert: 6=-26.0 10 =-26.0 QUITE C0UN-IT. V SUILDING ®EPARTME ' tP PRu"VF A Warning - Verity design parometem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and is for an lndMdual building component to be No Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is are responsibiNty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard. DSB-89 Bracing Specification. and HIB -91 � �� k t:: Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onohlo DMe, Madison, WI 53719 Job Truss Truss Type Qty Ply 2 X 4 OF No.1-G 3750 RIA CAL HIP 1 1 R8846090 Longfellow Lumber Co.. Inc.. Chico. Ca. 9599R -741a A 1111 co, _ _. , ..:r_. (loc) 15 (optional) _._ ._.___...__, ....-. ... —1. v_ --l— av .We r 35.114 1-0 Q 6.9.12 13-0.15 1 19-612 19-1415 260-1 1 32-8-0 135-7 1 I I 41-6-11 1 47-6-0 48.8.0 1-0-0 69-12 63-4 65-13 04-3 61.2 5x6 i 67-15 2-11-1 57-7 5-11-5 1-0-0 6.00 fT2 3x8 - 3x6 - 6 7 8 9 0 4x6 - 20 19 18 17 16 3x6 - 3x6 = 3x8 = 46 - 2x4 II 9-11-5 19.6-12 2661 32-8-0 35-11.4 41-611 9.11-5 9.7.7 65-5 67-15 3-3.4 5-7-7 12 Scale = 1:97.0 4 9 ry o 0 0 0 0 0 0 0 LOADING (psf) SPACING 2-0-0 CSI DEFL 2 X 4 OF No.1-G WEBS 2 X 4 OF Std -G *Except* WEBS TCLL 16.0 Plates Increase 1.25 TC 0.40 Vert(LL) in 0.23 (loc) 15 I/defl >999 PLATES GRIP ,TCDL 10.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.47 18-20 >999 M1120 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.17 11 n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min 1/defl = 240 Weight: 268 Ib LUMBER TOP CHORD 2 X 4 DF No.1-13 BOT CHORD 2 X 4 OF No.1-G WEBS 2 X 4 OF Std -G *Except* WEBS 8-16 2 X 4 OF No.1-G REACTIONS (Ib/size) 11 =1616/0-5-8, 2 = 1616/0-5-8 Max Horz 2=229(load case 4) Max Uplift 11=-180(load case 5), 2=-172(load case 5) FORCES 11b) - First Load Case Only BRACING TOP CHORD Sheathed or 3-5-8 oc purlins, except 2-0-0 oc purlins (3-8-0 max.): 6-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-18, 7-18, 7-17 TOP CHORD 1-2=22, 2-3=-2983, 3-4=-2747, 4-5=-2613, 5-6=-2121, 6-7=-1841, 7-8=-2792, 8-9=-2351, 9-10=-2691, 10-11 =-3036, 11-12=22��� ����� BOT CHORD 2-20=2582, 19-20=2219, 18-19=2219, 17-18=1881, 16-17=8, 14-15=2799, 13-14=2630, 11-13=2630„=•aIL®ING DEPAryR+ F,, y WEBS 15-16=37, 8-15=511, 3-20=-279, 5-20=395, 5-18=-527, 6-18=542, 7-18=-71, glop 7-17=-1078, 15-17=2211, 7-15=1206, 8-14=-872, 9-14=888, 10-14=-290, 10-13=87 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard V Warning -Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -08 Quality Standard, OSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation evalabie from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 .Y, �6 w CI •�f P, V " �OQRpF ESS/O,y9l C 17180 Z * EXP. 06/30/05 lS� CIVIL �P gTFOF CALkF April 4, 2003 r� 1m Not Ol ltl e Y sr 6w ( Job Truss Truss Type Qty Ply 4X6 1 6-3-11 I" 6-3-11 co LOADING R10394449 3750 R2 CAL HIP 1 1 PLATES GRIP TCLL 16.0 • TC 0.96 " IaptionaU -U wnWm Vu., uw., 11116U, l d. VUVZO-/%O4 4.zu1 on s /Jct I / zvvz iviileK Inoustrles, Inc. IUe VCt 14 uts:ss:u4 zvui rage 1 -84-0 I 7-6-12 7.10-.15 13-5-5 1 19.9.0 1 26-0.11 1 31-7-l' 31-11 39.9-8 I 47.6-0 8-0-0 7-6-12 0-4-3 5-6-6 6-3=11 6.3-11 5.6-6 0.4-3 7-10-4 7-&8 Scale = 1:92.0 4 6.00 12 5x6 i 3x8 = 3x4 = 3x6 = 3x4 - 5x6 2 3 4 5 6 7 K6 i -8-0-0 I 7-6-12 I 13-5-5 19-9-0 26-0-11 31-114 .)39.9-8 47-6-0 4X6 1 6-3-11 I" 6-3-11 co LOADING B 17 16 15 14 13 12 11 10 9 2x4 II 3x8 = 3x4 = 1.5x4 II 3x6 = 3x8 = 2x4 II 3x6 = 3x4 = -8-0-0 I 7-6-12 I 13-5-5 19-9-0 26-0-11 31-114 .)39.9-8 47-6-0 0 1 8-0.0 7-6-12 5-1D-9 6-3-11 I" 6-3-11 co LOADING n SPACING 2-0-0 N O 17 16 15 14 13 12 11 10 9 2x4 II 3x8 = 3x4 = 1.5x4 II 3x6 = 3x8 = 2x4 II 3x6 = 3x4 = REACTIONS (lb/size) 9 = 1329/0-3-8, 17 =1330/Mechanical Max Horz 17=324(load case 4) Max Uplift 9=-130(load case 5), 17=-10111oad case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1161, 2-3=-1044, 3-4=-1513, 4-5=-1529, 5-6=-1529, 6-7=-1075, 7-8=-1195, 1-17=-1278, 8-9=-1275 BOT CHORD 16-17=0, 15-16=1513, 14-15=1513, 13-14=1691, 12-13=1691, 11-12=1529, 10-11 = 1529, 9-10=0 WEBS 2-16=129, 3-16=-774, 3-14=303, 4-14=-281, 4-13=88, 4-12=-256, 6-12=284, 6-10=-750, 7-10=137, 1-16=1197, 8-10=1212 BUTTE C®UNTY 2WIL®ING ®EPARTME-W NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from, hurricane oceanline, on an occupancy category 1, condition 1 enclosed building, of dimensions 45 h by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. 8) Girder carries tie-in spans of 2-0-0 from front girder and 2.0-0 from back girder 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Q?ypF ESS/O' AIVO, "-'-.C17180 z - * EXP. 06/30/05 ST CIVIL ts6"LQ8-i$lgge §tandard �TFOFCAUF�E> October 14,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblliily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage• delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 537 19 i Te k't.. -8-0-0 I 7-6-12 I 13-5-5 19-9-0 26-0-11 31-114 .)39.9-8 47-6-0 1 8-0.0 7-6-12 5-1D-9 6-3-11 I" 6-3-11 1 1 I 5.10.9 W -1D-4 7.8-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.96 " Vert(LL) -0.10 9-10 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.19 12-13 >999 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.05 9 n/a BCDL 7.0 Code UBC97/ANSI95 .1st LC LL Min I/dell = 240 Weight: 246 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr-G 'Except* TOP CHORD Sheathed, except end verticals, and 2-0-0 oc purlins 5-7 2 X 4 OF No.1-G, 2-5 2 X 4 DF No.1-G (4-5-11 max.): 2-7. BOT CHORD 2 X 4 DF No.t-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std -G WEBS 1 Row, at midpt 3-16, 4-14, 4-12, 6.10 REACTIONS (lb/size) 9 = 1329/0-3-8, 17 =1330/Mechanical Max Horz 17=324(load case 4) Max Uplift 9=-130(load case 5), 17=-10111oad case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1161, 2-3=-1044, 3-4=-1513, 4-5=-1529, 5-6=-1529, 6-7=-1075, 7-8=-1195, 1-17=-1278, 8-9=-1275 BOT CHORD 16-17=0, 15-16=1513, 14-15=1513, 13-14=1691, 12-13=1691, 11-12=1529, 10-11 = 1529, 9-10=0 WEBS 2-16=129, 3-16=-774, 3-14=303, 4-14=-281, 4-13=88, 4-12=-256, 6-12=284, 6-10=-750, 7-10=137, 1-16=1197, 8-10=1212 BUTTE C®UNTY 2WIL®ING ®EPARTME-W NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from, hurricane oceanline, on an occupancy category 1, condition 1 enclosed building, of dimensions 45 h by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. 8) Girder carries tie-in spans of 2-0-0 from front girder and 2.0-0 from back girder 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Q?ypF ESS/O' AIVO, "-'-.C17180 z - * EXP. 06/30/05 ST CIVIL ts6"LQ8-i$lgge §tandard �TFOFCAUF�E> October 14,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblliily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage• delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 537 19 i Te k't.. Job -v,y, c„v.. w„wc, �.v . �u. •, �., u�,v, �.e. ao-rva-� Truss Truss Type Qty Ply R10394449 3750 R2 CAL HIP 1 1 (optional) -v On i 5 vcl I/ Lwc rvu leR lnoustnes, Inc. lue VCI 14 vts:JJ:u4 LVUS rage z LOAD CASE(S) Standard ' 1) Regular: Lumber Increase = 1.25, Plate Increase= 1.25 Uniform Loads (plf) ' Vert: 1-2=-52.0, 2-7=-52.0, 7-8=-52.0, 9-17=-14.0 Concentrated Loads IN Vert: 2=-26.0 7=-26.0 , - l E COUN n9 I M N II ®EPARTME ' Warning- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 BEFORE USE • �� Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard. DSB-89 Bracing Specification, and HIS -91 `*� Handling Instafling and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, W 153719 Mffek Job --••a^••---- --•••--• ��•, •••.. •, �• ��, .-o. ..., .. �.,-,+.,� Truss Truss Type Qty Ply -B•0-0 3512 9.9-6 16-5.2 23.014 810394450 3750 R3 CAL HIP 1 1 6-7-12 6-2-10 24-12 j 9-2-0 LOADING (psf) SPACING 2-0-0 CSI (optional) 1.4v r — r D — r / LVVL rVrr l ex tnou51rre5, mc. iue uct 14 Vo:33:Uo [uU3 rage 1 3-10-15 38-4-0 -8-0-0 I 3-6-12 11 9.9.6 I 16-5.2 I 23-0-14 I 29.8.10 1 35-7-1 35-IJA I 47-6-0 8.0-0 3-6-12 0-413 5-107 6.7-12 6-7-12 6-7.12 5-10-7 0.4-3 12-0 Scale = 1.92.0 2A-126.00 12 5x6 3x8 = 3x4 = 3x4 = 3x6 = 3x4 = 5x6 4x6 2 19 3 4 5 6 7 PO 8 4x6 18 17 16 15 14 13 12 11 10 2X4 II 300 = 3x4 = 3x6 = 1.5x4 II 3x4 = 5x8 = 3x4 = 2x4 II REACTIONS (lb/size) 18 =1681 /Mechanical, 10 = 1708/0-3-8 Max Horz 18=344(load case 4) Max Uplift 18=-311(load case 5), 10=-369(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1093, 2-19=-972, 3-19=-972, 3-4=-2225, 4-5=-2877, 5-6=-2877, 6-7=-2044, 7-20=-676, 8-20=-676, 8-9=-738, 1-18=-1659, 9-10=-1690 BOT CHORD 17-18=10, 16-17=2225, 15-16=2877, 14-15=2816, 13-14=2816, 12-13=2816, 11-12=2044, 10-11 =8 WEBS 2-17=63, 3-17=-1704, 3-16=654, 4-16=-861, 4-15=41, 6-15=80, 6-13=92, 6-12=-1019 17-12=759, 7-11 =-1861, 8-11 =-75, 1-17=1507, 9-11 =1541 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level,' using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition 1 enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 711 This truss has been designed with ANSI/TPI 1-1995 criteria. 8) Girder carries tie-in spans of 2-0-0 from front girder and 4-0-0 from back girder 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. &&NWLle9WUge §tandard -BUTTE COO NTY 3UIL®ING ®EPARTN'tFL, ' 0?,OFESS/0/0 C 17180 Z) * EXP. 06/30/05 ' clvll ��P q�FOF CAUFOe October 14,2003 11 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be nstalled and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Fur general guidance MIT" ffi regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB•89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719 $ Te k l'' -B•0-0 3512 9.9-6 16-5.2 23.014 29-8-10 35-114 47-6-0 8-0-0 3512 6-2-10 6.7.12 6-7-12 6-7-12 6-2-10 24-12 j 9-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/dell PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.85 Vert(ILL) 0.22 13-15 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.32 13-15 >999 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.11 10 n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/deft = 240 Weight: 231 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1-G TOP CHORD Sheathed or 5-10-15 oc purlins, except end verticals, BOT CHORD 2 X 4 OF No.1-G and 2-0-0 oc purlins (3-6-3 max.): 2-8. WEBS 2 X 4 DF Std -G BOT CHORD Rigid ceiling directly applied or 7-5-11 oc bracing. WEBS 1 Row at midpt 3-17, 4-16, 6-12, 7.11, 9-10 REACTIONS (lb/size) 18 =1681 /Mechanical, 10 = 1708/0-3-8 Max Horz 18=344(load case 4) Max Uplift 18=-311(load case 5), 10=-369(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1093, 2-19=-972, 3-19=-972, 3-4=-2225, 4-5=-2877, 5-6=-2877, 6-7=-2044, 7-20=-676, 8-20=-676, 8-9=-738, 1-18=-1659, 9-10=-1690 BOT CHORD 17-18=10, 16-17=2225, 15-16=2877, 14-15=2816, 13-14=2816, 12-13=2816, 11-12=2044, 10-11 =8 WEBS 2-17=63, 3-17=-1704, 3-16=654, 4-16=-861, 4-15=41, 6-15=80, 6-13=92, 6-12=-1019 17-12=759, 7-11 =-1861, 8-11 =-75, 1-17=1507, 9-11 =1541 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level,' using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition 1 enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 711 This truss has been designed with ANSI/TPI 1-1995 criteria. 8) Girder carries tie-in spans of 2-0-0 from front girder and 4-0-0 from back girder 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. &&NWLle9WUge §tandard -BUTTE COO NTY 3UIL®ING ®EPARTN'tFL, ' 0?,OFESS/0/0 C 17180 Z) * EXP. 06/30/05 ' clvll ��P q�FOF CAUFOe October 14,2003 11 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be nstalled and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Fur general guidance MIT" ffi regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB•89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719 $ Te k l'' Job Truss Truss Type Qty Ply R10394450 3750 R3 CAL HIP 1 1 (optional) -•ro•-••— -•••'. —, •I—, ' o., ocaa-r+a+ -- on r s vGt i / CVvz rvin eR inaustries, Inc. IUe vct 14 va:Jd:vo zvvi rage LOAD CASE(S) Standard 1) Regular: Lumber Increase = 1.25, Plate Increase = 1.25 Uniform Loads (plf) Vert: 1-2=-52.0, 19-20=-78.0, 8-9=-52.0, 10-18=-14.0 Concentrated Loads (lb) Vert: 2=-78.0 8=-78.0 Trapezoidal Loads (pill Vert: 2= -52.0 -to -19=-78.0, 20= -78.0 -to -8=-52.0 13UTTE COUNTY " DIL®ING ®EPARTMFIV. P V VED a Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfiry, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. Quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, OSB -89 Bracing Specification. and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 Dgg p 'Onofrio Drive, Madison, WI 53719 F Te Job Truss Truss Type City Ply DEFL in (loc) 3750 R4 CAL HIP Lumber Increase 1.25 BC 0.72 88846093 >999 >999 M1120 220/195 BCLL 0.0 1 1 Horz(TL) 0.08 9 Longfellow Lumber Co., Inc.. Chico. Ca. 95998-7a9G A le), co, . n . , ..:r (optional) -- -- _...--- ...- ..__, ...... ... _, .,_ .,.,._—, ww ray. r t -tats 38.4-0 -642 37-7.1 31-1 It 47-6-0 8-0-0 1.6-12 35-8.29.2. Scale = 1.92.0 D-4-3 6.00 12 D-4-12 5x6 4x6 i 3x4 = 3x4 = 3x6 = 3x4 = 3x4 = 4x6 - 2 3 4 5 6 7 A 16 15 14 13 12 11 3x10 = 3x4 - 3x4 - 3x6 = 3x4 - 2x4 I I -8-0-0 -6-12 37-11.4 &0-0 1-6.12 36.4.6 10 9 3x6 = 2x4 II 3 -0 47-6-0 0.4-12 1 9-2-0 LOADING (psf) TCLL 16.0 SPACING 2-0-0 Plates Increase 1.25 CSI1"� TC 0.85 DEFL in (loc) I/deft PLATES GRIP TCDL 10.0 Lumber Increase 1.25 BC 0.72 Vert(LL) 0.19 13 Vert(TL) -0.36 11-13 >999 >999 M1120 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.08 9 n/a BCDL 7.0 Code UBC97/ANS195 1st LC LL Min I/defl = 240 Weight: 208 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1 &Btr-G *Except • TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 1-2 2 X 4 OF No.1-G 2-0-0 oc purlins (3-3-4 max.): 2-8. BOT CHORD 2 X 4 OF No.1-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Std -G WEBS 1 Row at midpt 3-15,4-14 REACTIONS (Ib/size) 9=1255/0-3-8, 16=1255/Mechanical Max Horz 16=327(load case 4) Max Uplift 9=-117(load case 4), 16=-80(load case 3) FORCES (lb) - First Load Case Only C `\6 13UTTE C®U I V m I TOPCHORD 1-2=-393, 2-3=-368, 3-4=-1787, 4-5=-2464, 5-6=-2464, 6-7=-2391, 7-8=-1570, ®EPARTfl�f �'��'. BOT CHORD 15 s6=0, 1485=1780413-14=2464, 12-13=2391, 11-12=2391, UIL®ING 10-11 =1570, 9-10=0 WEBS 2-15=-83, 3-15=-1689, 3-14=539, 4-14=-805, 4-13=56, 6-13=86, 6-11 =-428, 7-11=978, 7-10=-911, 1-15=1121, 8-10=1869 NOTES PPR ki V 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table in redo16-Bion of 2 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This has �oQ�pFESS/ON�I Ci ANQ truss been designed with ANSI/TPI 1-1995 criteria. 8) Design assumes 4x2 F2 -10d nails. (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2rn C q Z 7LOAD Q CASES) Standard O * EXP.06/30/05 CIVIL �P gTFOFCAUF��� April 4,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation ® of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Additional erector. permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, HIB Hand Handling mm and -91 Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 t M j T p kl: 65-13 12-9.15 19.2-0 6513 25-8.1 31-10.3 38-40 64-1 641 641 64-1 6513 4x6 = 3x4 = 3x4 = 5x6 - 1 2 3 4 3x4 = 3x4 = 5 R Scale = 1:66.2 4x6 - 7a 12 11 10 9 8 2x4 II 3x8 - 3x4 - 5x8 - 3x4 — 3x8 - 2x4 II THIS TRUSS DESIGN CARRIES TRUSSES WITH MIN ROOF PITCH OF 4/12 6573 12-9.15 19.2-0 25.61 31-10.3 364-0 6513 6 -1 8.4.1 y 641 84-1 ` 6513 LOADING TCLL (psf) 16.0 SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCDL 10.0 Plates Increase Lumber Increase 1.25 1.25 TC 0.81 BC Vert(LL) 0.28 11 >999 M1120 220/195 BCLL 0.0 Rep Stress Incr YES 0.49 WB 0.84 Vert(TL) Horz(TL) -0.47 10-11 >973 0.08 8 BCDL 7.0 Code UBC97/ANSI95 (Matrix) n/a 1St LC LL Min I/defl = 240 Weight: 193 Ib LUMBER TOP CHORD 2 X 4 OF No.1-G BRACING BOT CHORD 2 X 4 OF No.1-G TOP CHORD 2-0-0 oc purlins (3-5-3 max.): 1-7, except end verticals. WEBS 2 X 4 OF Std -G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 14 =1255/Mechanical, 8 =1255/0-3-8 Max Horz 14 = 260(load case 4) Max Uplift 14=-97(load case 3), 8=-110(load case 4) FORCES IN - First Load Case Only TOP CHORD 1-14=-1204, 1-2=-1833, 2-3=-2897, 3-4=-3252, 4-5=-3252, 5-6=-2897, 6-7=-1833, 7-8=-1204 BOT CHORD 13-14=54, 12-13=1833, 11-12=2897, 10-11 =2897, 9-10=1833, 8-9=54 WEBS 1-13=2064, 2-13=-966, 2-12=1234, 3-12=-535, 3-11 =412, 4-11 =-330, 5-11 =412, 5-10=-535, 6-10=1234, 6-9=-966, 7-9=2064 NOTES 11 This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard V Warning - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE Design valid for use only with MTek connectors. This design is based ontyupon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design peramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -08 Quality Standard, DSB-89 Bracing Specification, and HIB -91 1 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 BUTTE C0 NT`s ' �,�IL®ING ®E.PARTAAF-kr �1tOF ESS/p\ C. ANO, W April 4,2003 QD Job Truss Truss Type Qty pjy 2x4 II 3750 S2 GIRDER 1 2 R8846095 Longfellow Lumber Co.. Inc.. Chico. Ca. 9599R-7aa4. A 1n, co, _ n_. , ..:r using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, (optional) _ _ ..... _.....___..._......... ... — -- --1 av a— rays r 5-615 11-0.3 16-5-6 21-10-10 27.3.13 32-9.1 38-0-0 5$15 5-5-3 5-5.3 5-5.3 65-3 5.5-3 5.615 Scale = 1:66.2 5x8 = 4x4 = 3x4 = 1 2 3 1.5x4 II 3x6 = 3x4 = 3x4 = 4x4 = 5x8 = 4 5 6 7 R a 10 it 16 15 14 13 12 11 10 2x4 II 5x8 = 4x4 = 3x8 = 4x6 = 3x4 = 4x4 = 5x8 = 2x4 II THIS TRUSS DESIGN CARRIES TRUSSES WITH MIN ROOF PITCH OF 4/12 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches 5-6-15 11-0.3 165-6 21-1610 27-3.13 32-9-1 38-0-0 6615 5.5-3 5-5-3 5.5.3 per Table No. 16-B, UBC -97. i 5-5.3 5-5.3 5815 F LOADING (psf) TCLL 16.0 SPACING 2-0-0 CSI �OQROF AN�� l F2 as follows: Top chords connected as follows: 2 X 4 1 DEFL in (Ioc) I/defl PLATES GRIP TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.80 BC * EXP. 06/30/05 Vert(LL) 0.48 15 >948 M1120 220/195 BCLL 0.0 Rep Stress Incr NO 0.75 WB 0.97 April 4, 2003 Warring -Verify design pammatem and READ NOTES ON THIS AND INCLUDED Vert(TL) Horz(TL) -0.78 13-15 >587 0.11 10 ® BCDL 7.0 Code UBC97/ANSI95 Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 (�^ yp�pp�MlTtGk n/a 1st LC LL Min I/defl = 240 Weight: 368 Ib LUMBER TOP CHORD 2 X 4 OF No.1-G BRACING BOT CHORD 2 X 4 OF No.1-G TOP CHORD 2-0-0 oc purlins (3-10-9 max.): 1-9, except end WEBS 2 X 4 DF Std -G BOT CHORD verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 18=2511/Mechanical, 10=2511/0-3-8 Max Horz 18=190(load case 4) Max Uplift 18=-277(load case 3), 10=-284(load case 4) FORCES -First Load Case Only TOP CHORD 1-18=-2435, 1-2=-4285, 2-3=-7142, 3-4=-8571, 4-5=-8571, 5-6=-8571, 6-7=-8571, BUM C®U.N 7-8=-7142, 8-9=-4285, 9-10=-2435 CHORD 17-18=0, 16-17=4285, 15-16=7142, 14-15=8571, 13-14=8571, 12-13=7142, q NAR" IL®I�� ®EPAR ► . 11-12=4285, 10-11 =0 WEBS 1-17=4795, 2-17=-2000, 2-16=3197, 3-16=-1283, 3-15=1598, 4-15=-565, 6-15=-0, 6-13=-565, 7-13=1598, 7-12=-1283, 8-12=3197, e 8-11 =-2000, 9-11 =4795 NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. ESS/ 6) This truss has been designed with ANSI/TPf 1-1995 criteria. 7) 2 -ply truss to be connected together with 0.131 "x3" Nails �OQROF AN�� l F2 as follows: Top chords connected as follows: 2 X 4 1 - row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 8) Design m C 17180 Z m assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. * EXP. 06/30/05 LOAD CASE(S) Standard CIV11- Continued on page 231T9T FOF CAL1F� April 4, 2003 Warring -Verify design pammatem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Installed and loaded verticolly. Applicability of design paramenters incorporation ® and proper of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing the of overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSS -89 Bracing specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 (�^ yp�pp�MlTtGk Job Truss Truss Type Qty ^ply R8846095 3750 S2 GIRDER 1 2 (optional) -- -- -- . , — . -11 r . 1-1 v..... uruusurns, mc, rn mpr v% vo:u r:ztf [uua rage LOAD CASES) Standard 1) Regular: Lumber Increase = 1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1-9=-104.0, 10-18=-28.0 BUTTE COUNTY SWILDING ®EPARTMEI r 1 P P E' V Warning -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 BEFORE USE Design valid for use only with MfTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be ID Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing SpecBicotlon, end HIB -91 ® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Ono6to Drive, Madison, WI 53719 i Te k Job Truss Truss Type Qty ply 3750 H1 CAL HIP 1 1 R8848905 Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434 4 901 sat � r%,. 17 lnno in floc) I/defl PLATES GRIP (optional) -Q- 4 13.4 1-7-7i 7-5-8 13.3.9 117 12 14-11-0 152 0.3-01-3-4 0.4-3 I 1 —i 5.10.1 5-10.1 0.4-3 1-3-4 0.3-0 Scale = 1:26.0 6.00 12 5x6 i 3x8 II 3 3x8 II 3x8 11 5x6 1.5x4 II 1.5x4 II 3x6 - IT 'TI; oCD FORCES (Ib) - First Load Case Only TOP CHORD 1-2=5, 2-3=-2220, 3-4=-2028, 4-5=-2028, 5-6=-2028, 6-7=-2028, 7-8=-2220, 8-9=5 BOT CHORD 2-14=2125, 13-14=2028, 12-13=2028, 11-12=2028, 10-11 =2028, 8-10=2125 WEBS 3-14=401, 5-12=-91, 7-10=401, 4-13=-32, 6-11 =-32 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard BUTTE COUNT Y �0IL®ING ®EPART10" e" XrRr`ate V IL V Wareing - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with Mi Tek connectors. This design Is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design parementers and proper Incorporation of component is responsibility of building designer - not buss designer. Bracing shown is for lateral support of IndMdual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSS -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onafrio Drive, Madison, Wl 53719 ,- QROFESS/p c C. ANn_ �. -- C 17180 Z ) i T* EXP. 06/30/05 * civil- N \OFCAUtO April 4, 2003 1.3-4 7.S.g 13.7-12 14-11.0 1.3-4 62.4 6-2-0 1-y,4 LOADING TCLL (psf) 16.0 SPACING 2-0-0 Plates Increase 1.25 CSI DEFL in floc) I/defl PLATES GRIP TCDL 10.0 Lumber Increase 1.25 TC 0.69 BC 0.89 Vert(LL) Vert(TL) 0.44 12 >400 M1120 220/195 BCLL 0.0 Rep Stress Incr YES WS 0.17 HOrz(TL) -0.74 12 > 236 0.04 8 n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 240 Weight: 45 Ib LUMBER TOP CHORD BOT CHORD 2 X 4 DF No.1-G 2 X 4 OF No.1-G BRACING TOP CHORD Sheathed or 3-6-3 oc purlins, except WEBS 2 X 4 OF Std -G 2-0-0 oc purlins (3-8-4 max.): 3-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=505/0-3-8, 8=505/0-3-8 Max Horz 2=8(load case 4) Max Uplift 2=-57(load case 5), 8=-57(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=5, 2-3=-2220, 3-4=-2028, 4-5=-2028, 5-6=-2028, 6-7=-2028, 7-8=-2220, 8-9=5 BOT CHORD 2-14=2125, 13-14=2028, 12-13=2028, 11-12=2028, 10-11 =2028, 8-10=2125 WEBS 3-14=401, 5-12=-91, 7-10=401, 4-13=-32, 6-11 =-32 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard BUTTE COUNT Y �0IL®ING ®EPART10" e" XrRr`ate V IL V Wareing - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with Mi Tek connectors. This design Is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design parementers and proper Incorporation of component is responsibility of building designer - not buss designer. Bracing shown is for lateral support of IndMdual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSS -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onafrio Drive, Madison, Wl 53719 ,- QROFESS/p c C. ANn_ �. -- C 17180 Z ) i T* EXP. 06/30/05 * civil- N \OFCAUtO April 4, 2003 -Q-3-1 33-4 3-7.7 7.5-0 0.3.8 I 7-5-811-3-9 1J1.7-11? 1411-0 15-2-8 33-0 0-43 310-1 3-10.1 043 3-3-4 0.3~-8 Scale = 1:26.0 4x4 4x4 6.00 12 3 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 3x4 = 1-0 LOADING (psf) TCLL 16.0 SPACING 2-0-0 Plates Increase 1.25 CSI DEFL in floc) I/deft PLATES GRIP TCDL 10.0 Lumber Increase 1.25 TC 0.34 BC 0.43 Vert(LL) Vert(TL) 0.11 9 >999 -0.19 9-10 M1120 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) > 945 0.02 6 n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 240 Weight: 49 Ib LUMBER TOP CHORD 2 X 4 OF No.1-G BRACING BOT CHORD 2 X 4 DF No.1-G TOP CHORD Sheathed or 5-11-0 oc purlins, except WEBS 2 X 4 OF Std -G 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2 = 505/0-3-8, 6 = 505/0-3-8 Max Horz 2=200oad case 4) Max Uplift 2=-57(load case 5). 6=-57(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=5, 2-3=-1077, 3-4=-940, 4-5=-940, 5-6=-1077, 6-7=5 BOT CHORD 2-10=954, 9-10=940, 8-9=940, 6-8=954 WEBS 3-10=157, 5-8=157, 4-9=-72 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard V Warning -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. AddlBanal permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, OSB -89 Brading Specification, and HIB -91 Handling Installing and Bracing Recommendation avallable from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 16 L%' COUNT UT' WILDING DEPART �oQROF ESSI�HgI C. AN�F,A `tic C 17180 Z.rn * EXP. 06/30/05 S'X CIVIL �P gTFOFCAii-, � April 4,2003 ]-iwl IT ek Job Truss Truss Type Qty Ply 3750 H3R8848907 CAL HIP 1 1 (optional) Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434 4.201 SRI S Oct 17 2002 MiTek Industries, Inc. Fri Apr 04 10:29:33 2003 Paae 1 6-3- 5-3.4 � 7-71 9-3.9 9(7 1i 14-11-0 15-2-8 5-3-0 G4-3 3-8.2 0-43 5-34 0-3-8 5x8 \\ Scale = 1:26.2 4x4 3 1.5x4 1( 3x4 = 3x4 m 0 N IC) 0 LOADING (psf) TCLL 16.0 TCDL 10.0 _BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.28 BC 0.25 WB 0.07 DEFL in (loc) Vert(LL) -0.02 7-8 Vert(TL) -0.04 7-8 Horz(TL) 0.01 5 1st LC LL Min I/defl = 240 I/defl >999 >999 n/a PLATES GRIP M1120 220/195 Weight: 57 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1-G TOP CHORD Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.1-G 2-0-0 oc purlins WEBS 2 X 4 OF Std -G (6-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2 = 505/0-3-8, 5 = 505/0-3-8 Max Horz 2=31(load case 4) Max Uplift 2=-57(load case 5), 5=-57(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=3, 2-3=-704, 3-4=-628, 4-5=-704, 5-6=3 BOT CHORD 2-8=632, 7-8=628, 5-7=632 WEBS 3-8=67, 3-7=0, 4-7=67 13v C TTE COUNTY NTY NOTES 11 This truss has been checked for unbalanced loading conditions. e `6W I L®' B DE AR RA � I, rr 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 bottom dead r � V 1- 1 psf chord load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches ROVED exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33` 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. ESS/ LOAD CASE(S) Standard oQ�OF ��( C• ANA C 17180 Z * EXP. 06/30/05 trp9l CIVIL. April 4,2003 Waming - Vorify dosl9n paramaton and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MTek connectors. This design Is based only upon - �� parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design paramentem and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure � stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 537119 of B TQ C: Job Truss Truss Type Qty Ply LOADING 3750 H4 KINGPOST 11 1 R8848908 Longfellow I .mher rn In,- rh;— r� oao�c_71woe TC 0.56 Vert(LL) (optional) 0-" 7.5.8 7-5-8 -- . _... - --- .. ___- , r. -F. — ry 4-- cvw rage i 4x4 = 3 14-114 7-5-8 D-3.8 Scale = 1:30.6 3x4 - 1.5x4 II 1V 0 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, e� using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, C9„�' on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard Id Warning -Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual budding component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specifimlion, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 QRpF ESS/p TC 17180 * EXP. 06/30/05 tS'T CIVIL gTF�F CAL\F�� April 4, 2003 R 7-5.8 14-11.0 7-5-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL TCDL 16.0 10.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.06 2-6 >999 M1120 220/195 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.11 2-6 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 4 n/a BCDL 7.0 Code UBC97/ANSI95 1st LC LL Min I/dell = 240 Weight: 49 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1-G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std -G REACTIONS (Ib/size) 2 = 505/0-3-8, 4 = 505/0-3-8 Max Horz 2=45(load case 4) Max Uplift 2=-57(load case 5), 4=-57(load case 5) FORCES (Ib) First Load Case Only TOP CHORD 1-2=3, 2-3=-527, 3-4=-527, 4-5=3 COUNTY BOT CHORD WEBS 2-6=468.4-6=468 3-6=102 ���� nn nING ®EPAI-1 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, e� using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, C9„�' on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard Id Warning -Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual budding component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specifimlion, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 QRpF ESS/p TC 17180 * EXP. 06/30/05 tS'T CIVIL gTF�F CAL\F�� April 4, 2003 R Job Truss Truss Type Qty Ply DEFL in (loc)I/defl 3750 HS KINGPOST g 1 R8848909 Longfellow Lumber Co.. Inc.. Chico. Ca- 95928-7434 A In, co, n . , inn ..:r_,- ,_. -_- . (optional) - -----.....--- ........ ...... ... ..... .., ,...��.�� �,,,,� rays 5-5-8 0-3-8 10-11-0 1z I -e! 5.5-8 5-5-8 � a3 -a 4x4 - Scale = 1:23.0 3 1.5x4 11 3x4 = m v 0 LOADING TCLL (psf) SPACING 2-0-0 CSI DEFL in (loc)I/defl PLATES GRIP TCDL 16.0 10.0 Plates Increase 1.25 TC 1 0.27 VertILL) -0.02 4-6 > 999 M1120 220/195 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.03 4-6 >999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 4 n/a BCDL 7.0 Code UBC97/ANSI95 1st LC LL Min I/defl = 240 Weight: 36 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1-G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 OF No.1-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Std -G REACTIONS jlb/size) 2=373/0-3-8, 4=373/0-3-8 Max Horz 2=34(load case 4) Max Uplift 2=-47(load case 5), 4=-47(load case 5) FORCES pb) - First Load Case Only TOP CHORD 1-2=3, 2-3=-379, 3-4=-379, 4-5=3 BOT CHORD ' 2-6=337, 4-6=337 WEBS 3-6=74 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard Mill, —'• """ - .1."y 11119" parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality central, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIS -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Orale, Madison, WI 53719 DUTTE C®1J1� 30ILDING ®EPARTMEN 7. 9?,OF ESS/p 21 C. ANON. �. C 17180 Z T* EXP. 06/30/05 sT CIV ll ��P q :O CAOF April 4, 2003 3-9 3-3-40-7-7.- 7"3.9 •7-12 10-11-0 0-3-8 3.3A 0-4-3 1-2 3&2 0-4-3 3-3.4 a3a Scale = 1:19.1 5x8 \\ 4x4 .---- " 3x4 = 3x4 = OD 0 3.3-0 4.4-0 3-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) TCLL 16.0 Plates Increase 1.25 TC I/defl PLATES GRIP 0.19 Vert(LL) 0.01 7-8 TCDL 10.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.03 7-8 >999 MII20 220/195 BCLI 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.01 5 BCDL 7.0 >999 n/a Code UBC97/ANS195 1st LC LL Min I/defl = 240 Weight: 42 Ib LUMBER TOP CHORD 2 X 4 DF No.1-13 BRACING BOT CHORD 2 X 4 DF No.1-G TOP CHORD Sheathed or 6-0-0 oc purlins, except WEBS 2 X 4 OF Std -G 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or' 10-0-0 oc bracing. REACTIONS (Ib/size) 2=373/0-3-8, 5=373/0-3-8 Max Horz 2 = 20(load case 4) Max Uplift 2=-47(load case 5), 5=-47(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=3, 2-3=-559, 3-4=-499, 4-5=-559, 5-6=3 1uC BOT CHORD 2-8 = 503, 7-8 = 499, 5-7 = 503 �� C ��U�� WEBS 3-8=53, 3-7=-0, 4-7=53 NOTES ®Epp,RTf�!F�" � OING 11 This truss has been checked for unbalanced loading conditions. �o 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level,.- using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline,; on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C 4Rl ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 1 A plate rating reduction of 20% has been applied for the green lumber members. • 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. ESSI0LOAD CASE(S)Standard IX�--O)F �� C. AIVn_XI- �C17.180 zr * EXP. 06/30/05 �'T97 civik- \�F CAL1F0�/ A...il A Onn9 For 1—vo Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building Com Installed and loaded venial g signer to tbe QD t vertically. Applicability support design paremeb ersme and simper Incorporationto of component is responsibilityInsursaof binding designer -not buss designer. Bracingthe shown is .adding al Perm of Individual web members only. Additional temporary bracing to insure er. during g consbuuid n is the regarding ifabri ati n, quality control. storage, delivery erearient ction tion nd bracing, consuof the overall structure lt QST -88 uthe sa6ty S1 ndardlity of the uiDSB-69 Bracing SpecmanOn, and HIB -91 Handling Installing and Bracing Recommendation evalable from Triss Plate InsllMe, 563 D'Onofdo Drive, Madison, W153719 k,�; 3.8 1-3.4 1-7-7 rye 0.3-0 1-34 0.4.39-3.8 -7.12 10-11.0 1.2 3.10-1 ' 3-10.1 04-3 1.34 6-3.8 Scale = 1:19.1 6.00 12 4x4 3 3x8 II 3x8 II 44 1.5x4 II 3x4 = FORCES (lb) - First Load Case Only TOP CHORD 1-2=5, 2-3=-1222, 3-4=-1100, 4-5=-1100, 5-6=-1100, 6-7=-1222, 7-8=5 BOT CHORD 2-12=1149, 11-12=1100, 10-11 =1100, 9-10=1100, 7-9=1149 WEBS 3-12=201, 6-9=201, 4-11 =-46, 5-10=-46 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASEIS) Standard V Warning- Verify des19n parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE - Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applirabitity of design paramenlers and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general 9 ctiouldnca regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D•Onofrio Drive, Madison, WI 53719 V BUTTE COU NIT OWING®E.ry-% iEN < s 3 PROF ESS/p - A� _�.G17180 z� kEXP. 06/30/05c1n. �P April 4,2003 e 1-3.4 _ _ 10.11-0 acts 1-3-0 LOADING TCLL (psf) 16.0 SPACING 2-0-0 Plates Increase 1.25 CSI DEFL in floc) I/dell PLATES GRIP TCDL 10.0 Lumber Increase 1.25 TC 0.30 BC 0.41 Vert(LL) 0.11 10-11 >999 M1120 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.09 Vert(TL) Horz(TL) -0.19 10-11 >683 0.02 BCDL 7.0 Code UBC97/ANSI95 (Matrix) 7 n/a 1st LC LL Min I/deft = 240 Weight: 34 Ib LUMBER TOP CHORD 2 X 4 OF No.1-G BRACING BOT CHORD 2 X 4 OF No.1-G TOP CHORD Sheathed or 5-6-9 oc purlins, except WEBS 2 X 4 DF Std -G 2-0-0 oc purlins (5-8-15 max.): 3-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=373/0-3-8, 7=373/0-3-8 Max Horz 2=8(load case 4) Max Uplift 2=-47(load case 5), 7=-470oad case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=5, 2-3=-1222, 3-4=-1100, 4-5=-1100, 5-6=-1100, 6-7=-1222, 7-8=5 BOT CHORD 2-12=1149, 11-12=1100, 10-11 =1100, 9-10=1100, 7-9=1149 WEBS 3-12=201, 6-9=201, 4-11 =-46, 5-10=-46 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASEIS) Standard V Warning- Verify des19n parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE - Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applirabitity of design paramenlers and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general 9 ctiouldnca regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D•Onofrio Drive, Madison, WI 53719 V BUTTE COU NIT OWING®E.ry-% iEN < s 3 PROF ESS/p - A� _�.G17180 z� kEXP. 06/30/05c1n. �P April 4,2003 e This safety alert symbol is used to attract your attention! PERSONAL SAFETY IS INVOLVED! When you°see this symbol - BECOME ALERT - HEED ITS MESSAGE. CAUTION: ACAUTION identifies safe operating prac- tices or indicates unsafe conditions that could result In personal injury or damage to structures. HIB -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES Itis the responsibility of the installer (builder, building contractor, licensed contractor. erector or erection contractor) to properly receive, unload, store, handle, install and brace metal plate connected wood trusses to protect life and prgperty. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superiorto the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof or floor. These recommendations are based upon the collective experience of leading technical personnel in the wood truss CAUTION: The builder, building contractor, licensed contractor, erector or erection contractor is ad - Avised to obtain and read the entire booklet "Com- mentary and Recommendations for Handling, In- stalling & Bracing Metal Plate Connected Wood Trusses, HIB -91" from the Truss Plate Institute. 4�4 DANGER: A DANGER designates a conditio6v where failure to follow instructions or heed warn- ing will most likely result in serious personal injury or death or damage to structures. WARNING: A WARNING describes a condition where failure to follow instructions could result in severe personal injury or damage to structures. Aga TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833-5900 - www.tpinst.org industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright © by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAUTION: All temporary bracing should be no less than 2x4 grade marked lumber. All connections should be made with minimum of 2-16d nails. All trusses assumed 2' on -center or less. All multi -ply trusses should be connected together in accor- dance with design drawings prior to installation. TRUSS STORAGE' CAUTION: Trusses should not be unloaded on rough terrain or un- even surfaces which could cause damage to the truss. CAUTION: Trusses stored horizontally should be A supported on blocking to prevent excessive lateral ® CAUTION: Trusses stored vertically should be Jbending and lessen moisture gain. braced to prevent toppling or tipping. AWARNING: Do not break banding until installation begins. Care should beexercised in banding remov- al to avoid shifting of Individual trusses. JA WARNING: Do not lift bundled trusses bythe bands. Do not use damaged trusses. v ®DANGER: Do not store bundles upright unless properly braced. Do not break bands until bundles are placed In a stable horizontal position. ADANGER: Walking on trusses which are lying flat is extremely dangerous and should be strictly prohibited. Frame 1 MONO TRUSS TOP CHORD TEMPORARY BRACING I I I Truss D(ft) TOPCHORD Depth TOP CHORD DIAGONALBRACE D(in) MINIMUM LATERALBRACE SPACING(DBJ SPAN PITCH SPACING(LBJ (#trusses) 1" D/50 or 2" SP DF I SPF/HF Up to 24' 3/12 8' 1 17 1 12 Over 24'- 42' 3/12 7' 1 10 1 6 Over 42'- 54' 3/12 6' 1 6 1 4 Over 54' See a registered professional engineer - Note: Bottom chord & web member temporary bracing also required - refer to Frame 4. DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle together and cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. View photos ofa properly braced root system at www.tplost.orgunder the "Publications" link. PLUMB rLa\O0) ®foo. �t JyygV .1ti i 2q, �– or/ess � a45 12 L3 or grelate gre ` 44 r ' ` All lateral braces lapped at least 2 trusses. Continuous Ton Chord Lateral Brace Required 10" or Gre Attachm Required A WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A INSTALLATION TOLERANCES D(in) I I I Truss D(ft) 12" Depth 1' 24" D(in) 2' 36" I I Lesser of Q.. 1" D/50 or 2" t 1/4 Maximum Plumb Misplacement Line INSTALLATION TOLERANCES D(in) D/50 D(ft) 12" 1/4" 1' 24" 1/2" 2' 36" 3/4" 3' Q.. 1" 4' 60" 1-1/4" 5' 72" 1-1/2" 6' 84" 1 4" T 96" 2" 8' 108" 2" 9' OUT -OF -PLUMB INSTALLATION TOLERANCES BOW Length — L (in) .................... T ±1/4 Lesserof U200 or 2" L (in) L (in) ±1/4 Lesserof U200 or 2" L(in) U200 L(ft) 50" 1/4" 4.2' 100" 1/2" 8.3- 150" 3/4" 12.5' L(in) L/200 L(ft) 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES DANGER: Under no circumstances should A WARNING: Do not cut trusses. A construction loadsof anydescription be placed on unbraced trusses. Frame 6 12 4 or greater 45o s oc Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. BOTTOM CHORD TEMPORARY BRACING MINIMUM SPAN PITCH BOTTOMCHORD LATERALBRACE SPACING (LB) BOTTOM CHORD DIAGONALBRACE SPACING(DBI) [#trusses] SP/DF I SP F Up to 32' 4/12 15' 20 1 15 Over 32'- 48' 4/12 15' 10 1 7 Over 48'- 60' 4/12 15' 6 1 4, Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine ° HF - Hem -Fir SPF - Spruce -Pine -Fir I All lateral { braces lapped at least 2 trusses. r G`15' c15 c15 - BOTTOM CHORD PLANE WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A 1 sse s 0-01 Permanent?, continuous lateral bracing as specified by the truss engineering. t Frame 4 Temporary cross bracing at each end of the building and repeated at 20' intervals. =450 c 15� 1 WEB MEMBER PLANE IN 1z � 4 or greater PITCHED TRUSS TOP CHORD TEMPORARY BRACING; Top chords that are laterally braced can buckle together and cause collapse If there is no diago- TOPCHORD SPAN MINIMUM PITCH TOP CHORD LATERALBRACE SPACING(LBJ TOPCHORD f►' DIAGONALBRACE SPACING(DB) #trusses SP/DF SPF/HF Up to 32' 4/12 1 8' 20 15 Over 32'- 48' 4/12 1 6' 10 7 Over 48'- 60' 4/12 1 5' 6 4 Over 60' See a registered professional engineer Note: Bottom chord & web member temporary bracing also required - refer to Frame 4. DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir — All lateral braces lapped at least 2 Continuous Top Chord Lateral Brace -, trusses. Required 10"orGreatel r �– I Attachm Requirec 32 or lass Top chords that are laterally braced can buckle together and cause collapse If there is no diago- TOPCHORD nal bracing. Diagonal bracing should be nailed TOPCHORD DIAGONALBRACE to the underside of the top chord when purlins LATERALBRACE SPACING(DBJ SPAN are attached to the topside of the top chord. SPACING(LBs) [# trusses View photos of a properly braced root system at SP/DF I SPF/HF UD to 28' www.tpinst.orgunder the "Publications" link. 7' 17 12 WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A SCISSORS TRUSS TOP CHORD TEMPORARY BRACING Note: Bottom chord & web member temporary bracing also required - refer to Frame 4. DF = Douglas Fir -Larch SP = Southern Pine HF = Hem -Fir SPF = Spruce -Pine -Fir Continuous Top Chord Lateral Brace —� Required 10" or Greater Attachment Required Top chords that are laterally braced can buckle together and cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. Viewphotos ofa properlybraced roofsystem at www.tpinst.org under the "Publications" link. All lateral braces lapped at least 2 trusses. tess Frame 3 =45° 12 5F - TOPCHORD MINIMUM TOPCHORD DIAGONALBRACE PITCH LATERALBRACE SPACING(DBJ SPAN DIFFERENCE SPACING(LBs) [# trusses SP/DF I SPF/HF UD to 28' 2.5 7' 17 12 Over 28'- 42' 3.0 6' 9 6 Over 42'- 60' 3.0 1 5' 5 1 3 Over 60' See a registered professional engineer Note: Bottom chord & web member temporary bracing also required - refer to Frame 4. DF = Douglas Fir -Larch SP = Southern Pine HF = Hem -Fir SPF = Spruce -Pine -Fir Continuous Top Chord Lateral Brace —� Required 10" or Greater Attachment Required Top chords that are laterally braced can buckle together and cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. Viewphotos ofa properlybraced roofsystem at www.tpinst.org under the "Publications" link. All lateral braces lapped at least 2 trusses. tess Frame 3 =45° 12 5F - 2x4/2x6 PARALLEL CHORD TRUSS TOP CHORD TEMPORARY BRACING SPAN MINIMUM DEPTH TOPCHORD LATERALBRACE SPACING(LBJ TOPCHORD DIAGONALBRACE SPACING(DBJ [#trusses] SP/DF SPF/HF Up to 32' 30" 8' 16 10 Over 32'- 48' 42" 6' 6 4 Over 48'- 60' 48" 5' 4 2 Over 60' See a registered professional en ineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir 1,05 �1 7,fi, 9 The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. All lateral braces lapped at least _ twotrusses. Top chords that are laterally braced can buckle Continuous together and cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed Top Chord to the underside of the top chord when purlins Lateral Brace are attached to the topside of the top chord. Required View photos ofa properly braced roofsystem at www.to/nst.org under the "Publications" link. 10.. End diagonals are essential for stability and must be duplicated on both ends of the truss system. Attachmel Required ?0,(01 10 Trusses Sprnf; ss 2 0. c.. o��e55 3`L/ WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A 4x2 PARALLEL CHORD TRUSS TOP CHORD TEMPORARY BRACING Top chords that are laterally braced can buckle together and cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. Viewphotos ofa properlybraced roofsystem at www.toinst.org under the "Publications" link. MONSOON �.�- 30"(08 All lateral braces lapped at least - two trusses. =450 End diagonals are essential for stability and must be duplicated on both ends of the truss system. Frame 5 Continuous Top Chord Lateral Brace Required 10" or Greater Attachment Required 30" or greater Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. l EA:WARNING: Do not attach cables, chains, or hooks WARNING: Do not lift single trusses with spans to the web members. 11A_ greater than 30' by the peak. Approximately Approximately 1/2 truss length 1/2 truss length Tag Truss spans less than 30' Line Spreader Bar, Toe In Spreader Bar Toe In Approximately 1/2 to 2/3 truss length Less than or equal to 60' ' Approximately 1/z to 2/3 truss length Less than or equal to 60' Toe In Line Toe In Tag Line MECHANICAL INSTALLATION Lifting devices should be connected to Strongback/ the truss top chord with a closed-loop Spreader Bar attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weightofthetruss. Eachtruss should be set in proper position per the building designer's framing plan and held with �— the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Tag Line At or abovt mid -height Tag Tag Line Line 2/3 to 3/a truss length 60' CAUTION: Temporary bracing shown in this summary sheet is adequate for the installation of Atrusses with similar configurations. Consult registered professional engineer if a different bracing arrangement is desired. The engineer may design bracing in accordance with TPI's Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses DSB-89, and A in some cases determine that a wider spacing is possible. GROUND BRACING: BUILDING INTERIOR 1" truss of bra group of truss End brace (EB) Frame 2 GROUND BRACING: BUILDING EXTERIOR Typical vertical attachment ss of braced of trusses Job number >> 02-134 DATE Structural Calculations for John Draper Chico, Ca. Gary Hawkins Architect 1370 Ridgewood Dr. Ste 10 Chico, Ca. 95973 (530) 892-2700 (530) 893-0532 Fax 03 -206 / SU'1'TE COUNTY BUILDING DEPARTMENTAPPRpVED Y41D 6/ 9/03 tp. -.1 ;3 O �! ,r 02-134 DATE Structural Calculations for John Draper Chico, Ca. Gary Hawkins Architect 1370 Ridgewood Dr. Ste 10 Chico, Ca. 95973 (530) 892-2700 (530) 893-0532 Fax 03 -206 / SU'1'TE COUNTY BUILDING DEPARTMENTAPPRpVED Y41D 6/ 9/03 tp. -.1 ;3 O �! 9 Z CALCDATA 11/13/97 -----------------------------------7------------------------------------ Rev 4-20-94 Calculation data ------------------------------------------------------------------------ Description >> ------------------------------------------------------------------------ Jurisdiction Butte County Code referenced 1997 UBC 2001 CBC Wind loading Basic wind speed : 75 MPH Exposure B. Seismic loading Seismic zone 3 Gravity loading Roof live load 16 PSF Floor live load 40 PSF Balcony live load: n/a PSF Soil data Allowable bearing: 1000 PSF 5 LOAD -S DL 8:17 PM -------------------------------------------7---------------------------- REV 8-13-92 LOAD SUMMARY MODULE 6/ 9/03 ------------------------------------------------------------------------ DESCRIPTION >> 16.00 PSF ------------- ---------------------------------------------------------- TL 30.00 PSF ------------------------------------------------------------------------ ASSEMBLY >roof SLOPE > 6.00IN 12 > 26.57 DEGREES NO. DESCRIPTION UNIT WT. PITCH? ADJ. WT. 12 Comp shingles 3.00 3.00 22 1/2" PLYWOOD 1.50 1.50 39 2 X 6 - 24" 1.10 1.10 39 2 X 6 - 24" 1.10 1.10 60 INSULATION R38 2.20 2.20 64 MISC. 2.00 2.00 84 5/8" GYPSUM BD 2.80 2.80 ------------------------------------------------------------------------ DL 13.70 USE: 14.00 PSF LL 16.00 PSF ------------- ---------------------------------------------------------- TL 30.00 PSF ASSEMBLY >wall SLOPE > IN 12 > DEGREES NO. DESCRIPTION UNIT WT. PITCH? ADJ. WT. 88 ONE COAT PLASTER 4.00 4.00 21 3/8" PLYWOOD 1.10 1.10 38 2 X 6 - 16" 1.70 1.70 58 INSULATION R19 1.10 1.10 64 MISC. 2.00 2.00 83 1/2" GYPSUM BD 2.50 2.50 ------------------------------------------------------------------------ DL 12.40 USE: 13.00 PSF LL PSF ------------------------------------------------------------------------ TL 13.00 PSF LOADS 8:18 PM ---------- L 8-13-92 LOAD SUMMARY MODULE 6/ 9/03 -------------------------------------------- m >> ------------------=----------------------------------------------------- ASSEMBLY >floor SLOPE > IN 12 > DEGREES - NO. DESCRIPTION UNIT WT. PITCH? ADJ. WT. 75 3/4" CERAMIC TILE 10.00 10.00 24 3/4" PLYWOOD 2.30 2.30 38 2 X 6 - 16" 1.70 1.70 58 INSULATION R19 1.10 1.10 64 MISC. 2.00 2.00 ------------------------------------------------------------------------ DL 17.10 USE: 18.00 PSF LL 40.00 PSF ------------------------------------------------------------------------ TL 58.00 PSF ASSEMBLY > SLOPE > IN 12 NO. DESCRIPTION 0 DEGREES UNIT WT. PITCH? ADJ. WT. ------------------------------------------------------------------------ DL USE: PSF LL PSF --------------------------------------------=--------------------------- TL PSF X MAXSPAN2 8:19 PM ---------------------------------------------------7-------------------- Rev 9-28-93 Wood joists - span capacity 6/ 9/03 Description >>floor joist ------------LOADING DATA ----------- ------------GENERAL DATA ------------ Dead load > .018 ksf Load duration factor > 1.000 Live load > .040 ksf Joist spacing > 16.000 inches Total load > .058 ksf Repetitive (Y/N)?> Y Tributary load > .077 klf ----------------------------------- Concentrated load> .000 kips Eq uniform load > .000. klf ---------------------------SECTION PROPERTIES --------------------------- Member thickness > 1.500 inches Member width > 5.500 inches Section modulus > 7.563 in"3 Area > 8.250 in -2 Moment of inertia > 20.797 in -4 ------- - ------------------ LUMBER DESIGN VALUES -------------------------- Base values Species Grade Fb Ft Fv Fcl Fc -fl E DFL NO2 875 575 95 625 1300 1600000 Size factor Cf > 1.300 (APPLY TO Fb) Size factor Cf > 1.300 (APPLY TO Ft) Size factor Cf > 1.100 (APPLY TO Fcu) Repetitive member factor Cr > 1.150 Adjusted values Species Grade Fb Ft Fv Fcl FcJJ E DFL NO2 1308 748 95 625 1430 1600000 -----------------------------MAXIMUM SPANS ------------------------------ Max. span as limited by: Bending > 9.235 feet Shear > 13.513 feet Total load deflection (L/240) > 9.852 feet 6TL > .493 inches Live load deflection (L/360) .> 9.738 feet 6LL > .324 inches -------------------------CONCENTRATED LOAD CHECK ------------------------ Check uniform DL additive with concentrated load? > Y Max span as limited by concentrated loading > .000 feet Check stresses due to concentrated loading.:.. V uniform DL > .000 kips V concentrated load > .000 kips V cap of joist > .523 kips <ok> of allowable > .000 M uniform DL > .000 ft -kips M max with load at midspan >. .000 ft -kips M cap of joist > .824 ft -kips <ok> of allowable > .000 ---Deflection--- Uniform DL deflection > .000 inches Concentrated load deflection > .000 inches Total load deflection > .000 in. L/ 0 U) U) uLUw wuLul T U) V) C9 O O O l7 O O CV lw N(\ (, 11r,?2 / U -j- Z, (Z 0/ 16 0 SSC, �l� k ��`' &cam r- 7 SSBM 6 6:32 AM ------------------------------------------------------------------------ Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 6/10/03 ------------------------------------------------------------------------ Description >> HDR -1 ----------------=---------------- GENERAL ----- --------------------------- Span (L) > 16.500 feet Repetetive ? > N Reduce shear for bm depth > Y Laterally supported (Y/N) > Y lu > .000 feet le > .000 feet Slenderness factor Cs > .000 Ck > 22.210 --------------------------------ACTIONS--------------------------------- Uniform dead load > .210 kips/ft 47 $ TL Uniform live load > .240 kips/ft 53 °s TL Uniform total load > .450 kips/ft End reactions....... .................. DL > 1.733 kips LL > 1.980 kips TL > 3.713 kips Design loads ............................ Total load moment (M) > 15.314 ft -kips Total load shear (V) > 3.713 kips --------------------------LUMBER DESIGN VALUES -------------------------- Base values Species Grade Fb Ft Fv Fc1 Fc -u E DFGL 24F -V4 2400 1150 165 650 1650 1800000 Size factor Cf > .976 Apply to Fb Size factor Cf > 1.000 Apply to Ft Size factor Cf > 1.000 Apply to Fc1 Repetitive member factor Cr > 1.000 Load duration factor Cd > 1.000 Adjustment for lateral support > 1:000 Adjusted values Species Grade Fb Ft Fv Fc1 FcJ E DFGL 24F -V4 2341 1150 165 650 1650 1800000 --------------------------------BEAM DATA ------------------------------- Member width > 5.125 inches Member depth > 15.000 inches Required Actual Comment S (in"3) > 78.493 192.188 <ok> A (in -2) > 28.636 76.875 <ok> I (in -4) > 1441.406 ------------------------------DEFLECTIONS------------------------------- Total load deflection > .289 inches L/ 685 <OK> Live load deflection > .154 inches L/ 1283 <OK> Dead load deflection > .135 inches Minimum camber (glu-lams) > .202 inches ,<1.5*DL deflection> Standard 20001R camber > .204 inches --------------------------CHECK MIN. BRG. AREA -------------------------- Minimum area > 5.712 in"2 Minimum length > 1.114 inches Assuming full width bearing 22-141 50 SHEETS 22-142 100 SHEETS QL-hAIVIIP L7 22-144 200 SHEETS r tA CF C + N t Ar ca W i% F r C oN a N 0 r i r 22-141 50 SHEETS << f� ?_2-142 100 SHEETS 3��rr`: 22-144 200 SHEETS � L ' N N N n r G_ R to SSBM_6 6:36 AM -----=------------------------------------------------------------------ Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 6/10/03 ---=-------------------------------------------------------------------- Description >> HDR -3 ---------------------------------GENERAL-------------------------------- Span (L) > 8.670 feet Repetetive ? > N Reduce shear for bm depth > Y Laterally supported (Y/N) > Y lu > .000 feet le > .000 feet Slenderness factor Cs > .000 Ck > 22.210 --------------------------------ACTIONS-----=--------------------------- Uniform dead load > .210 kips/ft 47 o TL Uniform live load > .240 kips/ft 53 o.TL Uniform total load > .450 kips/ft,.- End ips/ft .End reactions ........................... DL > .910 kips LL > 1.040 kips TL > 1.951 kips Design loads ............................ Total load moment (M) > 4.228 ft -kips. Total load shear (V) > 1.951 kips --------------------------LUMBER DESIGN VALUES -------------------------- Base values Species Grade Fb Ft FV Fc1- FcJJ E DFGL 24F -V4 2400 1150 165 650 1650 1800000 Size factor Cf > 1.000 Apply to Fb Size factor Cf > 1.000 Apply to Ft Size factor Cf > 1.000 Apply to Fcl Repetitive member factor Cr > 1.000 Load duration factor Cd > 1.000 Adjustment for lateral support > 1.000 Adjusted values Species Grade Fb Ft Fv Fc -L FcJJ E DFGL 24F -V4 2400 1150 .165 6.50 1650 1800000 --------------------------------BEAM DATA ------------------------------- Member width > 5.125 inches Member depth > 9.000 inches Required Actual Comment, ` S (in"3) > 21.141 69.188 <ok> A (in"2) > 14.666 46.125 <ok> I (in -4) > 311.344 ------------------------------DEFLECTIONS------------------------------- Total load deflection > .102 inches L/ 1019 <OK> Live load deflection > .054 inches L/ 1911 <OK> Dead load deflection > .048 inches Minimum camber (glu-lams) > .071 inches <1.5*DL deflection> Standard 20001R camber > .056 inches --------------------------CHECK MIN. BRG. AREA -------------------------- minimum area > 3.001 in -2 Minimum length > .586 inches Assuming full width bearing 22-141 50 SHEETS 22-142 100 SHEETS Q�AA114PAE722-144 200 SHEETS. CIS N S N Jy r Q N� t a 22-141 50 SHEETS r 22-142 100 SHEETS 22-144 200 SHEETS a TT Z It) SSBM_6 6:38 AM ------------------------------------------------------------------------ Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 6/10/03 ------------------------------------------------------------------------ Description >> HDR -5 ---------------------------------GENERAL-------------------------------- Span (L) > 8.500 feet Repetetive ? > N Reduce shear for bm depth > Y Laterally supported (Y/N) > Y lu > .000 feet le > .000 feet Slenderness factor Cs > .000 Ck > 33.438 --------------------------------ACTIONS--------------------------------- Uniform dead load > .161 kips/ft 47 $ TL Uniform live load > .184 kips/ft 53 o TL Uniform total load > .345 kips/ft. End reactions ........................... DL > .684 kips LL > .782 kips TL > 1.466 kips Design loads ............................ Total load moment (M) > 3.116 ft -kips. Total load shear (V) > 1.466 kips --------------------------LUMBER DESIGN VALUES -------------------------- Base values Species Grade Fb Ft FV Fc -L FcJJ E DFL N01 1000 675 95 625 1450 1700000 Size factor Cf > 1.000 Apply to Fb Size factor Cf > 1.100. ' Apply to Ft Size factor Cf > 1.000 Apply to Fcu- Repetitive member factor Cr > 1.000 Load duration factor Cd > 1.000. Adjustment for lateral support > 1.000 Adjusted values Species Grade Fb Ft Fv Fc1 FcJJ E DFL N01 1000 743 95 625 1450 1700000 --------------------------------BEAM DATA -------------------------------- Member width > 5.500 inches Member depth > 9.250 inches Required Actual Comment S (in -3) > 37.389 78.432 <ok> A (in -2) > 18.952 50.875 <ok> I (in -4) > 362.749 ------------------------------DEFLECTIONS------------------------------- Total load deflection > .066 inches L/ 1552 <OK> Live load deflection > .035 inches L/ 2911 <OK> Dead load deflection > .031 inches Minimum camber (glu-lams) > .046 inches <1.5*DL deflection> Standard 20001R camber > .054 inches --------------------------CHECK MIN. BRG. AREA -------------------------- minimum area > 2.346 in"2 Minimum length > .427 inches Assuming full width bearing Cf) U)U) F- I- LLI ww www = T 1 V) (n (N 000 V) O O - N Vr �Y r <Y 57M ig ,1 =/5, 7r' 4 t:�;, Zd�-V4 IIr2 SSBM 6 6:40 AM ------------------------------------------------------------------------ Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 6/10/03 ------------------------------------------------------------------------ Description >> RB -1 ---------------------------------GENERAL-------------------------------- Span (L) > 15.750 feet Repetetive ? > N Reduce shear for bm depth > Y Laterally supported (Y/N) > Y lu > .000 feet le > .000 feet Slenderness factor Cs > .000 Ck > 22.210 --------------------------------ACTIONS--------------------------------- Uniform dead load > .305 kips/ft 47 Is TL Uniform live load > .348 kips/ft 53 % TL Uniform total load > .653 kips/ft End reactions ........................... DL > 2.402 kips LL > 2.741 kips TL > 5.142 kips Design loads ............................ Total load moment (M) > 20.248 ft -kips Total load shear (V) > 5.142 kips ---------------------- ---- LUMBER DESIGN VALUES --------------------------- Base values Species Grade Fb Ft Fv Fc -L FcJJ E DFGL 24F -V4 2400 1150 165 650 1650 1800000 Size factor Cf > .976 Apply to Fb Size factor Cf > 1.000 :Apply to Ft Size factor Cf > 1.000 Apply to Fcl Repetitive member factor Cr > 1.000 Load duration factor Cd > 1.000 << Adjustment for lateral support > 1.000 Adjusted values Species Grade Fb Ft Fv Fc1 Fc -u E DFGL 24F -V4 2341 1150 165 650 1650 1800000 --------------------------------BEAM DATA ------------------------------- Member width > 5.125 inches Member depth > 15.000 inches Required Actual Comment S (in -3) > 103.782 192.188 <ok> A (in"2) > 39.328 76.875 <ok> I (in"4) > 1441.406 ------------------------------DEFLECTIONS------------------------------- Total load deflection > .348 inches L/ 542 <OK> Live load deflection > .186 inches L/ 1018 <OK> Dead load deflection > .163 inches Minimum camber (glu-lams) > .244 inches <1.5*DL deflection> Standard 2000'R camber > .186 inches --------------------------CHECK MIN. BRG. AREA --------------------------- minimum area > 7.911 in^2 Minimum length > 1.544 inches Assuming full width bearing 22-14.1 50 SHEETS SPA �P,4D 22-142 100 SHEETS 22-144 200 SHEETS Q s 22-141 50 SHEETS 22-142 100 SHEETS L � SAD 22-144 200 SHEETS a N_ C4 x .1 , c 6 N N -k a - a N_ C4 x PT FTG2 6:45 AM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 6/10/03 Description >>F -1 -------------Load data------------- --------- ----- Soil data ------------- P > 13.160 kips Soil brg capacity> 1.200 ksf Uniform load > .000 kips/ft Live load % > 58.000 --------------Concrete-----------------------Reinforcing steel --------- FIC > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > .900 ------------------------------Footing data ------------------------------ Footing size > 3.670 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > 2.020 kips Total P axial > 15.180 kips Total bearing pressure > 1.127 ksf <ok> Net bearing pressure > .977 ksf Factored bearing pressure > 1.538 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ----------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 8.476 kips Vn=Vc=2(Flc)".5*bw*d > 35.232 kips Vn > 31.709 kips Diagonal tension - factored loads - two way.action <ok> Vu=(P net)*(effective area) > 20.030 kips Vn=Vc=4(F'c)".5*bo*d > 51.200 kips ¢ Vn > 46.080 kips ----------------=--------Footing reinforcement -------------------------- Mu=(P net)*bl"2/2 > 2.589 ft-kips/ft Required Rn=(Mu/O)bd"2 > 44.952 psi Required p (bending moment) > .0011 Required As (bending moment) > .109 in"2/ft = .400 in -2 Min. required p UBC 2610(f) > .0015 33g increase applied Min. required As UBC 2610(f) > .145 in-2/ft = .532 in -2 Minimum reinforcement as governed by: ---Minimum reinforcement -- 3 No. 4 bars e.w. 2 No. 5 bars e.w. 2 No. 6 bars e.w. 1 No. 7 bars e.w. [b• I PT FTG2 10:53 AM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 9/22/03 Description >>F -1 -------------Load data ------------- --------------Soil data ----------- P > 13.160 kips Soil brg-capacity> 1.000 ksf Uniform load > .000 kips/ft Live load o > 58.000 --------------Concrete-----------------------Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > 18.824 > .900 ------------------------------Footing data ---------------------------- Footing size > 4.000 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > 2.400 kips Total P axial > 15.560 kips Total bearing pressure > .973 ksf <ok> Net bearing pressure > .823 ksf Factored bearing pressure > 1.295 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ----------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 8.631 kips Vn=Vc=2(F'c)^.5*bw*d > 38.400 kips 0 Vn > 34.560 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) Vn=Vc=4(F'c)".5*bo*d 0 Vn -------------------------Footing Mu=(P net)*bl"2/2 Required Rn=(Mu/O)bd"2 Required p (bending moment) Required As (bending moment) Min. required p UBC 2610(f) Min. required As UBC 2610(f) > 20.138 kips > 51.200 kips > 46.080 kips reinforcement -------------------------- * 2.589 ft-kips/ft > 44.952 psi > ..0011 > .109 in-2/ft = .436 in -2 > .0015..330 increase applied > .145 in-2/ft = .580 in -2 Minimum reinforcement as governed by: ---Minimum reinforcement -- 3 No. 4 bars e.w. 2 No. 5 bars e.w. 2 No. 6 bars e.w. 1 No. 7 bars e.w. I PT FTG2 2:41 PM ------------------- ---------------------------------------------------- Rev 9-30-93 Point footing 6/ 9/03 -----------------------------------------------------------------------'- Description >>f-2 » -------------Load data------------- ------ - ------- Soil data ------------- P > 5.999 kips Soil brg capacity> 1.200 ksf Uniform load > .000 kips/ft Live load o > 58.000 --------------Concrete------------- ------- =-Reinforcing steel --------- F'c > 2.500 ksi Fy > 40.000 ksi m > 18.824 > .900 ------------------------------Footing data ------------------------------ Footing size > 2.500 feet. Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > .938 kips Total P axial > 6.937 kips Total bearing pressure > 1.110 ksf <ok> Net bearing pressure > .960 ksf Factored bearing pressure >. 1.511 ksf (1.7*LL+1.4*DL),> ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 3.462 kips Vn=Vc=2(F'c)".5*bw*d > 24.000 kips Vn > 21.600 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 8.771 kips Vn=Vc=4(Flc)".5*bo*d > 51.200 kips Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*bl"2/2 > 1.180 ft-kips/ft Required Rn=(Mu/o)bd"2 > 20.491 psi Required p (bending moment) > .0005 . Required As (bending moment) > .049.-in-2/ft = .124 in"2 Min. required p UBC 2610(f) > .0007 33% increase applied Min. required As UBC 2610(f) > .066 in-2/ft = .164 in"2 Minimum reinforcement as governed by: ---Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. Gj t I PT FTG2 10:53 AM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 9/22/03 Description >>F -2 -------------Load data ---------------------Soil data------------- P > 5.999 kips iSoil-brg-capacity> 1.000 ksf Uniform load > .000 kips/ft Live load % > 58.000 --------------Concrete------------- --------=-Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > .900 ------------------------------Footing data ------------------------------ Footing size > 2.670 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > 1.069 kips Total P axial > 7.068 kips Total bearing pressure > .992 ksf <ok> Net bearing pressure > .842 ksf Factored bearing pressure > 1.325 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 3.542 kips Vn=Vc=2(F'c)-.5*bw*d > 25.632 kips ¢ Vn > 23.069 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 8.854 kips Vn=Vc=4(F'c)-.5*bo*d > 51.200 kips 0 Vn > 46.080 kips ------------------------- Footing reinforcement -------------------------- Mu=(P net)*bl-2/2 > 1.180 ft-kips/ft Required Rn=(Mu/O)bd"2 > 20.491 psi Required p (bending moment) > .0005 Required As (bending moment) > .049 -in"2/ft = .132 in -2 Min. required p UBC 2610(f) > .0007 33% increase applied Min. required As UBC 2610(f) > .066 in-2/ft = .175 in -2 Minimum reinforcement as governed by: ---Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. M PT FTG2 2:42 PM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 6/ 9/03 Description >>f -3 -------------Load data ------------- --------------Soil data ------------- P > 6.871 kips Soil brg capacity> 1.200 ksf Uniform load > .000 kips/ft Live load % > 58.000 --------------Concrete-----------------------Reinforcing steel --------- FIC > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > .900 ------------------------------Footing data ------------------------------ Footing size > 2.670 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > 1.069 kips Total P axial > 7.940 kips Total bearing pressure > 1.114 ksf <ok> Net bearing pressure > .964 ksf Factored bearing pressure > 1.517 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ----------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 4.057 kips Vn=Vc=2(F'c)-.5*bw*d > 25.632 kips Vn > 23.069 kips Diagonal tension - factored loads - two way -action <ok> Vu=(P net)*(effective area) > 10.141 kips Vn=Vc=4(F'c)".5*bo*d > 51.200 kips 0 Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*bl"2/2 > 1.352 ft-kips/ft Required Rn=(Mu/o)bd"2 > 23.470 psi Required p (bending moment) > .0006 Required As (bending moment) > .057 in"2/ft = .151 in -2 Min. required p UBC 2610(f) > .0008 33% increase applied Min. required As UBC 2610(f) > .075 in-2/ft .201 in -2 Minimum reinforcement as governed by: ---Minimum reinforcement-- - No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. PT FTG2 10:55 AM -------------------------------------------7---------------------------- Rev 9-30-93 Point footing 9/22/03 ------------------------------------------------------------------------- Description >>F-3 -------------Load data ------------- --------------Soil data ------------- P > 6.871 kips Soil brg capacity> 1.000 ksf Uniform load > .000 kips/ft Live load % > 58.000 --------------Concrete-----------------------Reinforcing steel --------- FIc > 2.500 ksi Fy. > 40.000 ksi m > 18.824 0 > .900 ------------------------------Footing data -=---------------------------- Footing size > 3.000 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > 1.350 kips Total P axial > 8.221 kips Total bearing pressure > .913 ksf <ok> Net bearing pressure > .763 ksf Factored bearing pressure >. 1.202 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses-----------7---------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 4.206 kips Vn=Vc=2(F'c)".5*bw*d > 28.800 kips Vn > 25.920 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) Vn=Vc=4(F'c)-.5*bo*d 0 Vn -------------------------Footing Mu=(P net)*bl-2/2 Required Rn=(Mu/o)bd-2 Required p (bending moment) Required As (bending moment) Min. required p UBC 2610(f) Min. required As UBC 2610(f) > 10.281 kips > 51.200 kips > 46.080 kips reinforcement -------------------------- > 1.352 ft-kips/ft > 23.470 psi > .0006 > .057 in-2/ft = .170 in -2 > .0008 330W increase applied > .075 in-2/ft = .226 in -2 Minimum reinforcement as governed by: ---Minimum reinforcement -- 2 No. 4 bars e.w. 1 No. 5 bars e.w. r 1 No. 6 bars e.w. 1 No. 7 bars e.w. PT_FTG2 2I 2:45 PM ------------------------------------------------------------------------ Rev 9-30-93 Point footing . 6/ 9/03 Description >>f-4 ---- -------Load data ------------- --------------Soil data ------------- P > 4.334 kips. Soil brg capacity> 1.200 ksf Uniform load > .000 kips/ft Live load o > 58.000 --------------Concrete-----------------------Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > .900 ------------------------------Footing data ------------------------------ Footing size > 2.330 feet Footing thickness (t) > 12.000 inches <ok>. Distance to reinf. (d) > 8.000 inches Footing weight > .814 kips Total P axial > 5.148 kips Total bearing pressure > .948 ksf <ok> Net bearing pressure > .798 ksf Factored bearing pressure > 1.257 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 2.435 kips Vn=Vc=2(Flc)".5*bw*d > 22.368 kips 0 Vn > 20.131 kips Diagonal tension - factored loads - two way action <ok> Vu= (P net) * (effective area) Vn=Vc=4(F'c)".5*bo*d 0 Vn -------------------------Footing Mu=(P net)*bl-2/2 Required Rn=(Mu/O)bd"2 Required p (bending moment) Required As (bending moment) Min. required p UBC 2610(f) Min. required As UBC 2610(f) > 6.263 kips > 51.200 kips > 46.080 kips reinforcement-------------------------- > .853 ft-kips/ft > 14.804 psi > .0004 > .036 in"2/ft = .083 in -2 > .0005 33% -increase applied > .047 in^2/ft = .110 in -2 Minimum reinforcement as governed by: ---Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. r PT FTG2 10:57 AM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 9/22/03 Description >>F -4 -------------Load data ------------- --------------Soil data------------- P > 4.334 kips Soil brg capacity> 1.000 ksf Uniform load > .000 kips/ft Live load % > 58.000 --------------Concrete-----------------------Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > .18.824 > .900 ------------------------------Footing data ------------------------------ Footing size > 2.330 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8..000 inches Footing weight > .814 kips Total P axial > 5.148 kips Total bearing pressure > .948 ksf <ok> Net bearing pressure > .798 ksf Factored bearing pressure > 1.257 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ----------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 2.435. kips Vn=Vc=2(Flc)".5*bw*d > 22.368 kips Vn > 20.131 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 6.263 kips Vn=Vc=4(Flc)^.5*bo*d > 51.200 kips 0 Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*bl"2/2 > .853 ft-kips/ft Required Rn=(Mu/o)bd"2 > 14.804 psi Required p (bending moment) > .0004 Required As (bending moment)-, > .036 in-2/ft = .083 in -2 Min. required p UBC 2610(f) > .0005. 3306 increase applied Min required As UBC 2610(f) > .047 in-2/ft = .110 in -2 Minimum reinforcement as governed by: ---Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. VZ PT FTG2 2:47 PM ---------------------------------------=-------------------------------- Rev 9-30-93 Point footing 6/ 9/03 Description >>f -5 -------------Load data ------------- --------------Soil data ------------- P '> 5.069 kips Soil brg capacity> 1.200 ksf Uniform load > .000 kips/ft Live load o > 58.000 --------------Concrete-----------------------Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > .900 ------------------------------Footing data ------------------------------- Footing size > 2.330 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > .814 kips Total P axial > 5.883 kips Total bearing pressure > 1.084 ksf <ok> Net bearing pressure > .934 ksf Factored bearing pressure > 1.470 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way.action <ok> Vu=(P net)*(effective area) > 2.848 kips Vn=Vc=2(Flc)".5*bw*d > 22.368 kips 0 Vn > 20.131 kips Diagonal tension -.factored loads - two way action <ok> Vu=(P net)*(effective area) > 7.325 kips Vn=Vc=4(F'c)".5*bo*d > 51.200 kips (P Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*bl"2/2 > .997 ft-kips/ft Required Rn=(Mu/o)bd"2 > 17.315 psi Required p (bending moment) > .0004 Required As (bending moment) > .042 in-2/ft = .097 in"2 Min. required p UBC 2610(f) > .0006 33% increase applied Min. required As UBC 2610(f) > .055 in^2/ft = .129 in -2 Minimum reinforcement as governed by: ---Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. IZA A PT FTG2 11:03 AM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 9/22/03 Description >>F -5 -------------Load data ------------- --------------Soil data ------------- P > 5.069 kips Soil brg'capacity> 1.000 ksf Uniform load > .000 kips/ft Live load % > 58.000 --------------Concrete-----------------------Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > .900 ------------------------------Footing data ------------------------------ Footing size > 2.500 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > .938 kips Total P axial > 6.007 kips Total bearing pressure > .961 ksf <ok> Net bearing pressure > .811 ksf Factored bearing pressure > 1.277 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 2.925 kips Vn=Vc=2(F'c)-.5*bw*d > 24.000 kips Vn > 21.600 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 7.411 kips Vn=Vc=4(Flc)".5*bo*d > 51.200 kips 46 Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*bl"2/2 > .997 ft-kips/ft Required Rn=(Mu/o)bd-2 > 17.315.psi Required p (bending moment) > .0004 Required As (bending moment) > .042 in-2/ft = .104 in -2 Min. required p UBC 2610(f) > .0006 33% increase applied Min. required As UBC 2610(f) > .055 in-2/ft = .139 in -2 Minimum reinforcement as governed by: ---Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. z3 PT FTG2 6:48 AM --------------------------------------------7--------------------------- Rev 9-30-93 Point footing 6/10/03 Description >>F -6 -------------Load data ------------- --------------Soil data ------------- P > 10.277 kips Soil brg capacity> 1.200 ksf Uniform load > .000 kips/ft Live load o > 58.000 --------------Concrete-----------------------Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > .900 ------------------------------Footing data ------------------------------ Footing size > 3.330 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8:000 inches Footing weight > 1.663 kips Total P axial > 11.940 kips Total bearing pressure > 1.077 ksf <ok> Net bearing pressure > .927 ksf Factored bearing pressure > 1.459 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 6.469 kips Vn=Vc=2(Flc)".5*bw*d > 31.968 kips Vn > 28.771 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 15.528 kips Vn=Vc=4(F'c)".5*bo*d > 51.200 kips 0 Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*bl"2/2 > 2.022 ft-kips/ft Required Rn=(Mu/o)bd"2 > 35.104 psi Required p (bending moment) > .0009 Required As (bending moment) > .085 in-2/ft = .283 in"2 Min. required p UBC 2610(f) > .0012 .33% increase applied Min. required As UBC 2610(f) > .113 in-2/ft = .376 in^2 Minimum reinforcement as governed by: ---Minimum reinforcement -- 2 No. 4 bars e.w. 2 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. 2�r,j PT FTG2 11:04 AM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 9/22/03 Description >>F -6 -------------Load data ------------- --------------Soil data ------------- P > 10.277 kips Soil brg capacity> 1.000 ksf Uniform load > .000 kips/ft Live load o > 58.000 --------------Concrete------------- ----------- Reinforcing steel --------- FIc > 2.500 ksi FY > 40.000 ksi m > 18.824 > .900 ------------------------------Footing data ------------------------------- Footing size > 3.500 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > 1.838 kips Total P axial > 12.115 kips Total bearing pressure > .989 ksf <ok> Net bearing pressure > .839 ksf Factored bearing pressure > 1.320 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 6.547. kips Vn=Vc=2(F'c)".5*bw*d > 33.600 kips Vn > 30.240 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 15.589 kips Vn=Vc=4(F'c)".5*bo*d > 51.200 kips 46 Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*bl"2/2 > 2.022 ft-kips/ft Required Rn=(Mu/o)bd-2 > 35.104 psi Required p (bending moment) > .0009 Required As (bending moment) > .085 in"2/ft = .297 in -2 Min. required p UBC 2610(f) > .0012 3301 increase applied Min. required As UBC 2610(f) > .113 in-2/ft = .395 in -2 Minimum reinforcement as governed by: ---Minimum reinforcement -- 2 No. 4 bars e.w. 2 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. PT FTG2 6:49 AM ------------------------ ----------------------------------------------- Rev 9-30-93 Point footing 6/10/03 Description >>F -7 -------------Load data ------------- --------------Soil data ------ - ------ P > 5.142 kips Soil brg capacity> 1.20.0 ksf Uniform load > .000 kips/ft Live load % > 58.000 --------------Concrete--------------------=--Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > .900 ------------------------------Footing data ------------------------------ Footing size > 2.330 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > .814 kips Total P axial > 5.956 kips Total bearing pressure > 1.097 ksf <ok> Net bearing pressure > .947 ksf Factored bearing pressure > 1.491 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> . Vu=(P net)*(effective area) > 2.889 kips Vn=Vc=2(F'c)^.5*bw*d > 22.368 kips Vn > 20.131 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 7.431 kips Vn=Vc=4(Flc)".5*bo*d > 51.200 kips 0 Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*bl"2/2 > 1.012 ft-kips/ft Required Rn=(Mu/q5)bd"2 > 17.564 psi Required p (bending moment) > .0004 Required As (bending moment) > .042 in-2/ft = .099 in^2- Min. required p UBC 2610(f) > .0006 33% increase applied Min. required As UBC 2610(f) > .056 in"2/ft = .131 in^2 Minimum reinforcement as governed by: ---Minimum reinforcement-- - No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. 24I PT FTG2 11:04 AM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 9/22/03 Description >>F -7 -------------Load data ------------- --------------Soil data ------------- P > 5.142 kips Soil brg capacity> 1.000 ksf Uniform load > .000 kips/ft Live -load o > 58.000 --------------Concrete-----------------------Reinforcing steel -7 ------- FIc- > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > .900 ------------------------------ Footing data ------------------------------ Footing size > 2.500 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > .938 kips Total P axial > 6.080 kips Total bearing pressure > .973 ksf <ok> Net bearing pressure > .823 ksf Factored bearing pressure > 1.295 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 2.968 kips Vn=Vc=2(F'c)".5*bw*d > 24.000 kips 0 Vn > 21.600 kips Diagonal tension - factored loads - two way. action <ok> Vu=(P net)*(effective area) > 7.518 kips Vn=Vc=4(F'c)".5*bo*d > 51.200 kips q6 Vn > 46.080 kips -------------------------Footing reinforcement-------------------------- Mu=(P net)*bl"2/2 > 1.012 ft-kips/ft Required Rn=(Mu/o)bd-2 > 17.564 psi Required p (bending moment) > .0004 Required As (bending moment) > .042 in-2/ft = .106 in -2 Min. required p UBC 2610(f) > .0006 336 increase applied Min. required As UBC 2610(f) > .056 in-2/ft = .141 in -2 Minimum reinforcement as governed by: ---Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. IC2 PT FTG2 6:51 AM -------------------------------------------- ---------------------------- Rev 9-30-93 Point footing 6/10/03 ------------------------------------------------------------------------ Description >>F-8 -------------Load data ------------- --------------Soil data ------------- P > 6.297 kips Soil brg capacity> 1.200 ksf Uniform load > .000 kips/ft Live load o > 58.000 --------------Concrete-----------------------Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > .900 ------------------------------Footing data ------------------------------- Footing size > 2.500 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > .938 kips Total P axial > 7.235 kips Total bearing pressure > 1.158 ksf <ok> Net bearing pressure > 1.008 ksf Factored bearing pressure > 1.586 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 3.634 kips Vn=Vc=2(F'c)".5*bw*d > 24.000 kips 0 Vn > 21.600 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) Vn=Vc=4(Flc)".5*bo*d 0 Vn -------------------------Footing Mu=(P net)*bl-2/2 Required Rn=(Mu/o)bd-2 Required p (bending moment) Required As (bending moment) Min. required p UBC 2610(f) Min. required As UBC 2610(f) > 9.207 kips > 51.200 kips > 46.080 kips reinforcement -------------------------- > 1.239 ft-kips/ft > 21.509 psi > .0005 > .052 in-2/ft = .130 in"2 > .0007 33% increase applied > .069 in-2/ft = .173 in -2 Minimum reinforcement as governed by: ---Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. PT FTG2 11:05 AM -------------------------=---------------------------------------------- Rev 9-30-93 Point footing 9/22/03 Description >>F -8 -------------Load data ------------- --------------Soil data ------------- P > 6.297 kips Soil brg capacity> 1.000 ksf Uniform load > .000 kips/ft Live load o > 58.000 --------------Concrete------------- --------- steel --------- FIc > 2.500 ksi Fy > 40.000 ksi M > 18.824 0 > .900 ------------------------------Footing data ------------------------------ Footing size > 2.750 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d.) > 8.000 inches Footing weight > 1.134 kips Total P axial > 7.431 kips Total bearing pressure > .983 ksf <ok> Net bearing pressure > .833 ksf Factored bearing pressure > 1.311 ksf (1.7*LL+1.4*DL) ---------------------------- Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 3.754 kips Vn=Vc=2(F'c)-.5*bw*d > 26.400 kips Vn > 23.760 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 9.329 kips Vn=Vc=4(F'c)".5*bo*d > 51.200 kips 0 Vn > 46.080 kips -------------------------Footing reinforcement --------------------------- Mu=(P net)*bl"2/2 > 1.239 ft-kips/ft Required Rn=(Mu/o)bd"2 .> 21.509 psi Required p (bending moment) > .0005 Required As (bending moment) > .052 in^2/ft = .143 in"2 Min. required p UBC 2610(f) > .0007 33% increase applied Min. required As UBC 2610(f) > .069 in"2/ft = .190 in -2 Minimum reinforcement as governed by: --'-Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. 20 PT FTG2 6:52 AM --------------------------------------------------------7--------------- Rev 9-30-93 Point footing 6/10/03 Description >>F -9 -------------Load data ------------- --------------Soil data ------------- P > 6.256 kips Soil brg capacity> 1.200 ksf Uniform load > .000 kips/ft Live load s > 58.000 --------------Concrete------------- ------- --Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > .900 ------------------------------Footing data ------------------------------ Footing size > 2.500 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > .938 kips Total P axial > 7.194 kips Total bearing pressure > 1.151 ksf <ok> Net bearing pressure > 1.001 ksf Factored bearing pressure > 1.576 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses --------------------------- .- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 3.611 kips Vn=Vc=2(F'c)-.5*bw*d > 24.000 kips 0 Vn > 21.600 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) Vn=Vc=4(Flc)".5*bo*d 0 Vn -------------------------Footing Mu=(P net)*bl"2/2 Required Rn=(Mu/o)bd"2 Required p (bending moment) Required As (bending moment) Min. required p UBC 2610(f) Min. required As UBC 2610(f) > 9.147 kips > 51.200 kips > 46.080'kips reinforcement -------------------------- * 1.231 ft-kips/ft > 21.369 psi > .0005 > .052 in-2/ft = .129 in"2 > .0007 33% increase applied > .069 in-2/ft = .171 in -2 Minimum reinforcement as governed by: ---Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. Z PT FTG2 11:06 AM ---------------------------------------- : 9-30-93 Point footing 9/22/03 Description >>F -9 -------------Load data ------------- --------------Soil data ------------- P > 6.256 kips. Soil brg capacity> 1.000 ksf Uniform load > .000 kips/ft Live load a > 58.000 --------------Concrete-----------------------Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > .900 ------------------------------Footing data ------------------------------ Footing size > 2.750 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > 1.134 kips Total P axial > 7.390 kips Total bearing pressure > .977 ksf <ok> Net bearing pressure > .827 ksf Factored bearing pressure > 1.302 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension —factored loads - one way action <ok> Vu=(P net)*(effective area) > 3.730 kips Vn=Vc=2(F'c)".5*bw*d > 26.400 kips q6 Vn > 23.760 kips Diagonal tension - factored loads - two way action <ok> Vu= (P net) * (effective area) Vn=Vc=4(Flc)".5*bo*d 0 Vn -------------------------Footing Mu=(P net)*bl-2/2 Required Rn=(Mu/O)bd-2 Required p (bending moment) Required As (bending moment) Min. required p UBC 2610(f) Min. required As UBC 2610(f) > 9.268 kips > 51.200.kips > 46.080 kips reinforcement -------------------------- * 1.231 ft-kips/ft > 21.369 psi > .0005 > .052..in"2/ft = .142 in -2 > .0007 336 increase applied > .069 in-2/ft = .189 in"2 Minimum reinforcement as governed by: ---Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. Z7 PT_FTG2 6:55 AM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 6/10/03 Description >>F -10 -------------Load data ------------- --------------Soil data ------------- P > 3.359 kips Soil brg.capacity> 1.200 ksf Uniform load > .000 kips/ft Live load o > 58.000 --------------Concrete-----------------------Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > 18.824 > .900 ----=-------------------------Footing data ------------------------------ Footing size > 2.000 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > .600 kips Total P axial > 3.959 kips Total bearing pressure > .990 ksf <ok> Net bearing pressure - > .840 ksf Factored bearing pressure > 1.322 ksf (1.7*LL+1.4*DL) ---------------------=------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 1.762 kips Vn=Vc=2(F'c)".5*bw*d > 19.200 kips Vn > 17.280 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 4.700 kips Vn=Vc=4(F'c)".5*bo*d > 51.200 kips 0 Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*bl"2/2 > .661 ft-kips/ft Required Rn= (Mu/O) bd"2 > it . 474. :psi Required p (bending moment) > .0003 Required As (bending moment) > .028 in-2/ft = .055 in -2 Min. required p UBC 2610(f) > .0004 .33% increase applied Min. required As UBC 2610(f) > .037 in-2/ft = .073 in -2 Minimum reinforcement as governed by: ---Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. 21J PT FTG2 11:06 AM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 9/22/03 Description >>F -10 -------------Load data------------- --------- - ---- Soil data ------------- P > 3.359 kips Soil brg capacity> 1.000 ksf Uniform load > .000 kips/ft Live load % > 58.000 --------------Concrete---------------------=-Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > 18.824 > .900 ------------------------------Footing data ------------------------------ Footing size > 2.000 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > .600 kips Total P axial > 3.959 kips Total bearing pressure > .990 ksf ..<ok> Net bearing pressure > .840 ksf Factored bearing pressure > 1.322 ksf (1.7*LL+1.4*DL) ----------------------- ----Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 1.762 kips Vn=Vc=2(Flc)".5*bw*d > 19.200 kips q5 Vn > 17.280 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 4.700 kips Vn=Vc=4(F'c)-.5*bo*d > 51.200 kips 0 Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*bl"2/2 > .661 ft-kips/ft Required Rn=(Mu/o)bd"2 > 11.474 psi Required p (bending moment) > .0003 Required As (bending moment) > 1.028 in-2/ft = .055 in -2 Min. required p UBC 2610(f) > .0004 33% increase applied Min. required As UBC 2610(f) > .037 in-2/ft = .073 in -2 Minimum reinforcement as governed by: ---Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. N Un cn F F- F www W w W S S T V) N N O O O (f1 f� O •- N CV Ir v IT r (N N N N N N C•� alp WALLFRAM 7:31 AM 10/14/03 I . Rev 4-02-96 Wall framing - 1994.UBC Description >> >> Unbraced K length (ft) le/d Thickness d2 > 1.500 in. 1.000 1.000 8.000 Width di > 5.500 in. 1.000 14.000 30.545 Section properties Sx > 7.563 in"3 Sy > 2.063 in -3 A > 8.250 in -2 Repetitive ? (y/n) > Y Spacing > 16.000 inches --------------------------Lumber design values -------------------------- Lumber type > 1 1 => Visually graded lumber 2 => Machine stress rated lumber 3 => Glue -laminated timber KcE > .300 KbE > .438 c' > .800 Base values Species Grade Fb DFL NO2 875 Size factor Cf 1.300 Size factor Cf 1.300 Size factor Cf 1.100 Repetitive member factor Cr Flat -use factor Cfu > Load duration factor C(D) Adjusted values .0176 Species Grade Fb DFL NO2 1740 Loading applied Fb Flat -use 2001 Ft Fv 575 95 > 1.300 > 1.300 > 1.100 > 1.150 > 1.150. > 1.330 Fcl FcJJ 625 1300 (Applied to Fb) (Applied to Ft) (Applied to Fcl) Ft Fv FC -L 994 126 625 FCJJ 1902 E 1600000 E 1600000 --------------------------------- Loading --- - ---------------------------- Axial loading: Load duration > 1.000 w axial > .238 kips/ft w axial trib. > .317 kips/stud fc > 38 psi Loading applied to member narrow face: Load duration > 1.330 w lateral > .0132 ksf M > 431 ft -lbs w lateral trib. > .0176 klf fbl > 684 psi Loading applied to member wide face: Load duration > 1.000 w lateral > .0000 ksf M > 0 ft -lbs w lateral trib.. > .0000 klf fb2 > 0 psi S14 -------------------------------- summary --------------------------------- FCE > 514 F'c > 482 psi R(B) > 20.265 <ok> FCEl > 514 FCE2 > 7500 FbE > 1706 .006 + .425 + .000 = .431 <ok> e7 WALLFRAM > .504 kips/ft 7:32 AM 10/14/03 Rev 4-02-96 Wall framing - 1994 UBC > .672 Description >> fc > 81 psi Loading applied to member narrow face: Load duration > 1.330 1 Unbraced w lateral > K length (ft) M le/d Thickness d2 > 1.500 in. �j'"' 1.000 1.000 klf 8.000 Width di > 5.500 in. 1.000 12.000 member 26.182 Section properties--`� Load duration > 1.000 Sx > 7.563 in"3 w lateral > Sy > 2.063 in -3 > 0 ft -lbs w lateral trib. A > 8.250 in^2 fb2 > 0 psi Repetitive ? (y/n) > Y Spacing > 16.000 inches --------------------------Lumber design values -------------------------- Lumber type > 1 1 => Visually graded.lumber 2 => Machine stress rated lumber 3 => Glue -laminated timber KCE > .300 KbE > .438 c' > .800 Base values Species Grade Fb Ft Fv Fc -L Fc -U E DFL NO2 875 575 95 625 1300 1600000 Size factor Cf > 1.300 (Applied to Fb) Size factor Cf > 1.300 (Applied to Ft) Size factor Cf > 1.100 (Applied to Fc LL) Repetitive member factor Cr > 1.150. Flat -use factor Cfu > 1.150 Load duration factor C(D) > 1.330 Adjusted values Species Grade Fb Ft FV Fcl Fc -U E DFL NO2 1740 994 126 625 1902 1600000 Fb Flat -use 2001 ---------------------------------Loading----=- -------------------------- Axial loading: Load duration > 1.000 w axial > .504 kips/ft w axial trib. > .672 kips/stud fc > 81 psi Loading applied to member narrow face: Load duration > 1.330 w lateral > .0132 ksf M > 317 ft -lbs w lateral trib. > .0176 klf fbl > 503 psi Loading applied to member wide face: Load duration > 1.000 w lateral > .0000 ksf M > 0 ft -lbs w lateral trib. > .0000 klf fb2 > 0 psi -------------------------------- Summary-----=--------------------------- FCE > 700 FIC > 636 psi R(B) > 18.762 <ok> FCE1 > 700 FCE2 > 7500 ME > 1991 016 + .327 + .000 = .343 <ok> 9 File >LATDATA3 Rev 8-8-95 Wind pressures on structures Description >> Exposure Importance factor Basic wind speed Roof pitch * * * P R I M A R Y Assembly description > B > 1.00 > 75.00 mph > 6.00 in 12 F R A M E S A N D. Ht. Ce Cq W A L L S Windward walls .80 Leeward walls .50 Total wall R 0 0 F Wind perpendicular to ridge Leeward or flat roof Windward roof Slope 2:12 to less than 9:12 Slope 2:12 to less than,9:12 Roof total Wind parallel to ridge and flat roofs * * * E L E M E N T S A N D W A L L All structures Enclosed structures Open structures Parapets R 0 0 F Enclosed structures Slope less than 9:12 Open structures Slope less than 9:12 * * * L 0 C A L A R E A S Wall corners Canopies or overhangs at eaves or rakes Roof ridges at ends of buildings or eaves and roof edges at building corners Eaves or rakes without overhangs away from building corners and ridges away from ends of building qs > 14.50 psf 6 > 26.57 degrees S Y S T E M S * * * Direction <0'-151> <201> <251> .62 .67 .72 .0072 .0078 .0045 .0049 .0117 .0126 .70 .0063 .0068 .90 .0081 .0087 .30 .0027 .0027 .0252 .0090 .0095 .70. .0063 .0068 C O M P O N E N T S .0180 1.20 .0108 .0117 1.20 .0108 .0117 1.60 .0144 .0155 1.30 .0117 .0126 1.10 .0099 .0107 .0084 .0052 .0136 .0073 .0094 .0031 .0104 .0073 .0125 .0125 .0167 .0136 .0115 1.60. .0144 .0155 .0167 A T D I S C O N T I N U I T I E S 2.00 .0180 .0194 .0209 2.80 .0252 .0272 .0292 3.00 .0270 .0291 .0313 2.00 .0180 .0194 .0209 File >SHEARW 8:12 PM 6/ 9/03 ------------------------------------------------------------------------ REV. 6-17-99 Shearwall schedule -------------------------------7-------------------7-------------------- Description >> Common nails ------------------------------------------------------------------------ >> (Box nails) Mark Description HF DF 1 3/8" cdx plywood with 8d nails .213 .260 at 611, 1211 o.c. (.173) (.211) 2 3/8" cdx plywood with 8d nails .312 .380 at 411, 12" o.c. (.253) (.308) 3 3/8" cdx plywood with 8d nails .402 .490 at 311, 12" o.c. (.326) (.397) 4 1/2" cdx plywood with 10d nails ..254 .310 at 611, 1211 o.c. (.206) (.251) 5 1/211 cdx plywood with 10d nails .377 .460 at 411, 1211 o.c. (.305) (.373) 6 1/2" cdx plywood with 10d nails .492 .600 at 311, 1211 o.c. (.399) (.486) 7 1/2" gyp bd with 5d nails wind .082 .100 at 7" o.c. edge & field Unblocked .seismic .041 .050 8 5/8" gyp bd with 6d nails wind .094 .115 at 71, o.c. edge & field Unblocked seismic .047 .058 9 7/8" cement plaster over expanded metal .148 .180 or woven wire lath with no. 16 gage staples, (7/8" leg) at 6" o.c. 10 3/8" plywood siding with 8d nails .131 .160 at 611, 12" o.c. 11 Simplex "Thermo -Ply structural (red) .144 .175 sheathing (0.115 inch thickness) with no. 16 gage staples (7/16" crown. 1-1/4" legs) 1-7A)co U) wwu uwu 0 � z ��s�s)(�o. s) 03.75)(il, s) tC�) (7.$) (, a ►oa-) �C2)(l�,$)�C ►�YZ)C�s,S) L7 O O C\ C". C14 cm C\I L4 z �(p,��(/0.x)4-(20,5)CIO.���-� (,o lb 4-) �- [cidt-z-) IL �` C��(7'��-{-(ld►���l�y�t{Z)�f�+) C,OtO�) /0 (3 J - 4- 4r 1 /� (,i°/z�(�q�) �tv)36 ,, z 0104 4- , t3/,) 13 �p Z r i U � - � , � ( �y.r) (14) 7 CV (V N N N N �h c14-/Z•}CG C)4�a)Cro�3)(5L4 tZ . W C4 22, 2531. 2. l2d- X31(Z)C'jyQl4..�l�)C�jl�a-C�)�ly) l�•;5 �te7 .. ` 1. bio C, �«� L 7-0 lb LE - ? 4) 4" 3,17- z Z7,&6 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS V C� N a 1 � s �N , � � J � o r�--t s J �J n v v O C r\ r1 a � � n N N G w L`J-t 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS V C� N a 1 � s , � n � o r Q J 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS V C� N a (f)U)U) uuu wuw _== cn c) cA 000 Ln 0 0 r N N N N N N N G� A, w=q,otSt&7r14v-7' w 6 1�r- 4,d9Z'`ll Z pow S /%d /F7-� lfs 1 4-b Z = ,1n 4- I2 Ne( l0 /(� AT cle_ art q,(a?',22-I&/, �C C ASS /L/%1 -7Z 2-2),� -37.- !(Oof sSTV 74- V4 w-%iD +6,2�- ' i3-n,I U) Cf) Cf)�1��IZi4'� � � G, 77Z(o WWW �.�Zs� L• �2�� �� 000 r N V - V ;! tV N N N N N 14, a. rZ,tZ -7 b -L-) �bs) !Ll "51,-A ,� Il '5 Alr 2 Co c'OG Cj r�4 77Lvs S la � pv� til T-Tzb ss pb, 20 24--IGd s�Nk 22-I4i 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS it 1 Q � J .p. o it W W W W W W 2 Z 2 (1) U) U) OO O In O O N N cr d' d' N N N N NM1N V �J 2.92k Z poWS/(Od *'7-7 "Vc, Yar)(/0A?,�� A -r 77,&"A-" G .- OT, r, ;/) ('01 Z�. G�� - ll��z - ►� �7 �ql 17, 3, -7. 4;ST73 /to 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS � N Q V ' A \QC c� s N c� N u r1 cc tz 10 �r 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS � N 1 V ' A \QC c� 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS N 1 V ' V c� s N c� N N D yog ,0 .), 0 1 61 N ul U U U O C7 (1) N Un m m m mIll m mmm -i -; -i Un Un (") (,w C4 -)..Jr 141-77(o - S. & ,;S is 74 L 7-1 US (n (R uuu uuu _== U) u! moo L7 O O - (ll� -N ct Y' •. moi• wy4,41 �i I�v►24If��, - ZV►U�bo ��/ 1-1-7 6 cv 17 JL A 4 iV, Ao. z-.- V L VAP - - I i & f L Y -I& - PkA,6o srxAc-1 to 64W� erX4+r t -b ie) e Ira. f. 11— -1 6, (70 2ber SOO*& ftte-& rA*xerj"Z L.&7t-0 e 2l9, 0 t 17 ,01 to oa 1, CO AN'4ee PA-yk-o S- 7-0 Tv-jo &'o ' ' - -7 e Zi i�/�3�'y o�p� �/� Z-6Q(,cr7LA-n, ism r-z:l ws VVI f>PA (I raw AA ft -t oc,. M31 all, q(o' 1310 i Revisioria: e No. C 18693 REN% � r ' i r ;�MxS LL N . tV it Q r. t� 3 0 0 o� I 0 0 o - JU ....:..:... No. C 18693 REN% � r ' i r ;�MxS LL K . JJ it Q U 0 o� I - JU g Date. 12-30-02 Drawn: 5H Job no.: 02-134-^ Sheet: L Ri of- . Q o� JU z J v w LU w � � Z v � uj LU � m Date. 12-30-02 Drawn: 5H Job no.: 02-134-^ Sheet: L Ri of- . . SHEAR SCHEDULE SHEARMLL KEY 1m &VARKALPAN L KAU PMM IXXMPnON 0 O 3/b" GDX MYMW WITH Dd NAILS AT b" O.G. EDSE t 12"0f,. FIELD. A5/6* COX PLYW OD KIN ted NAILS AT 4.OA Ea6E t 12" OG. FIELD Q 30' GDX PLYWOOD WTN bd NAILS Al' 3.O.G. EDGE 4 12.O.G. FIELD Q 1/2' GOO PX PLYWOOD MTN IOd NAILS AT 6' O.C. EDSE t 12" 04. FIEIA Q t/2' COX PLYWOOD WITH 10d NAILS AT 4' O.G. ED6E i 12' OL. FIELD Q I/2' CDX PLYWOOD WITH 10d NAILS AT 3' OL. EXE 112'04. FI4D OAT 7 O.G. EDGE t FIELD AO AT 7' O.G. E06E ! FIELD Ol/b' G04W PLASTER OVER EXPANDED 6A61! STAPLES, IW LBS AT 6' OG 10 <;> 0 AT b" 04. EDGE t 12" OL. FIELD II II SIMPLEX 'THEZMO-FLY' RA. SVIXTI (RED) SHT6. (OJ151NGi THUMB) IN NO. 16 6A 6ALY. STAPLES (1/16' GROWN,1-1/4' LWS) OR LARGE FLAT- WAD, LATHEAD, NO. II 6A. 6&V. ROOFING NAILS 0-1/4" LONG) AT 3' AND 60 00 ALL VERTICAL JOINTS OF PANEL SHEATHING SHALL OCCUR OVER STUDS. HORIZONTAL JOINTS SHALL OCCUR OVER BLOCKING EQUAL IN SIZE TO THE STUDDINS EXCEPT WHERE WAIVED BY THE INSTALLATION REQUIREMENTS FOR THE SPECIFIC SHEATHING MATERIALS. BRACED WALL PANEL. SOLE PLATES SHALL BE FASTENED To SLAB AND TOP PLATES SHALL BE CONNECTED TO THE FRAMING ABOVE. WHERE JOISTS ARE PERPENDICULAR TO BRACED WALL LINES ABOVE, BLOCKING SHALL BE PROVIDED IN LINE WITH THE BRACED WALL PANEL PROVIDE 3X FRAMING MEMBERS MINIMUM AT ALL ABUTTINS PLYWOOD JOINTS. FRAMINO LEOEND . . t Revisions: . t It I Lu m z � U-1 , Ck . . t Revisions: . t It I Lu m z � U-1 Ck Lu � � o Lu Lu m�� m � Lu Lu � m ' Date: I 1-27-02 Drawn: BH Job no.: 02-134-A Sheet: of: C7V011M