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HomeMy WebLinkAbout062-051-0494�4 .ball ...����� :. > N1, 9 Syc"OUFTM rom M 101" APPROVED NVIRONW01- "Ehtl� 1, ZQM UbA"11 'j "N . Braced wall lines A 3/8" C.D.X. plywood or 5/8"T-111 with grooves. Wil with 8 ds 6" o.c. at edges 8" o.c. field. Cover 3 16" o.c. stud bays or 2-24" o.c. " bays. I 8 7/8" Portland cement Plaster on studs 16' o.c. nail wire lath with 1/2" long 7/16" head nails or 16 go, staples with 7/8" leg. 4 ft. panel length covering 3 stud bays at 16" o.c. or 2 stud bays at 24" o.c. Gypsum board. 1/211 min. thickness. nail 7- o.c. all stud Plates and edges (must block all edges) nail with 5d coolers at 7" o.c.. 6d coolers on 5/8" gyp.bd. screws may be used. Panel length 4ft, if gyp bd. applied both sides. 8 ft. In length if applied one side. ( 3 stud bays at 1646 o.c. 2 stud bays at 24" o.c.) Hardboard sheathing (plywood or o.s.b.)4 ft. X 8 ft. or 4 ft. X 9 ft. 3/8" min. thickness on 16" oc or 24" 0-c- stud bays. Nail with 8 ds 6" o.c. edges 8" o.c. field on 2X or greater framing members. panel length 4 ft. min. Alternat braced paml: 21-8" min. length.. 3/8" c.b.x. VV Plywood nailed with 8ds at W 0-c- edges 8" o.c. field. Block all edges.) 1/2" min. anchor bolts at panel quarter Points and Simpson PAH42 at pawl ends(HPAHD22 or PH022 at foundation end cond"s/ 2500 p.s.l. concrete Braced wall Plates shall be nailed to the floor framing and top plates shall be nailed to the framing above per table 23-11-8-1. Sills shall be bolted to the foundation or slab with 1/20 min. anchor bolts at 6 ft. o.c. min. Susan' 12 Pine 062 44C REVISIONS BY I New; 990-8007 Ridge Ln. 025 SHEET) Ja OF ? SHEETS DATE4 SCALE DRAWN JOB SHEET) Ja OF ? SHEETS --1- .4 "L- .0 I wl Nw T W f Al zv cv-&o', (rj SmA I X�3 'Aack 1 ,7i, o NVIRONWENTAL HF 31 "EN TER DRIVE- Susan Welsh; 990-8007 12 Pine Ridge Ln. 062 440 025 062`141 -0025 - We L 5 SCALE: A PROAD BY: DR BY yrs DATE: REVISED Can %OF DRAWING NUMBER /4-- IOA.*e 17 ---,7j i California Department of Forestry and Fire Protection Butte County Fire Department C Fire Safe Requirements Permit# Under authority of Public Resources Code Section 4290, the following checked items are required by CDF/Butte County Fire Department and made part of this permit. These requirements are minimums and may be superseded by Butte County local regulations, which equals or exceeds these standards. Butte County Building Inspectors will make compliance inspections. 1272.00 Maintenance of Defensible Snace Measures [X] To ensure continued maintenance of properties in conformance with these standards and measures and to assure continued availability, access, and utilization of the defensible space provided for these standards during a wildfire, provisions for annual maintenance shall be included in the development plans and/or shall be provided as a condition of the permit, parcel or map approval. Public Resources Code 4291 T information will be provided when the final inspection is completed. 1 1273.10 Driveways I [X] (a) All new driveway construction or an extension of an existing driveway shall comply with Public aggregate base and 2" of asphalt concrete. No driveways allowed in excess of 20%. Resources Code 4290 roadway requirements. R 1273.04 Roadway Radius 1 �- E [X] (b) All driveways shall provide a minimum 10 foot traffic lane and unobstructed vertical clearance of 15 E [X] (b) The length of vertical curves in roadways, exclusive of gutters, ditches, and drainage structures feet along its entire length. designed to hold or divert water, shall be not less than 100 feet. [X] (c) Driveways exceeding 150 feet in length, but less than 800 feet in length, shall provide a turnout near the [X] Turnarounds are required on driveways and dead-end roads as specified midpoint of the driveway. Where the driveway exceeds 800 feet, turnouts shall be provided no more than R 400 feet apart, N [X] (d) A turnaround shall be provided to all building sites on driveways over 300 feet in length, and shall be T within 50 feet of the building. 1273.02 Roadway Surface [X] The surface shall provide unobstructed access to conventional drive vehicles, including sedans and fire engines. Surfaces should be established in conformance with local ordinances, and be capable of supporting a 40,000 pound load. 4" of class 2 aggregate base shall be required for all driveways, turnouts, and T turnarounds. U 1273.03 Roadway Grades I [X] The grade for all driveways shall not exceed 15 percent. Grades above 15% shall have 4" of class 2 1 aggregate base and 2" of asphalt concrete. No driveways allowed in excess of 20%. R 1273.04 Roadway Radius 1 �- [X] (a) No roadway shall have a horizontal inside radius of curvature of less than 50 feet and additional surface width of 4 feet shall be added to curves of 50-100 feet radius; 2 feet to those from 100-200 feet. E [X] (b) The length of vertical curves in roadways, exclusive of gutters, ditches, and drainage structures designed to hold or divert water, shall be not less than 100 feet. M 1273.05 Roadway Tumarounds in this article. The minimum [X] Turnarounds are required on driveways and dead-end roads as specified turning radius for a turnaround shall be 40 feet from the center line of the road. If a hammerhead -T is used, the top of the "T" shall be a minimum of 60 feet in length. N 1273.06 Roadway Turnouts [XI Turnouts shall be a minimum of 10 feet wide and 30 feet long with a minimum 25 foot taper on each end. 1 T S Revised 02/28106 1273.07 Roadway Structures [X] (a) All driveway, road, street, and private lane roadway structures (Bridges, culverts, and other appurtenant structures which supplement the roadway bed or shoulders) shall be constructed to carry at least the maximum load and provide the minimum vertical clearance as required by Vehicle Code Sections 35550, 35750 and 35250. [X] (b) Appropriate signing, including but not limited to weight or vertical clearance limitations, one-way road or single lane conditions, shall reflect the capability of each bridge. [X] (c) A bridge with only one traffic lane may be authorized by the local jurisdiction; however, it shall provide for unobstructed visibility from one end to the other and turnouts at both ends. 1273.11 Gate Entrance [X] (a) Gate entrances shall be at least two feet wider on both ends then the width of the traffic lane(s) serving that gate. [X] (b) All gates providing access from a road to a driveway shall be located at least 30 feet from the roadway and shall open to allow a vehicle to stop without obstructing traffic on that road. [X] (c) Where a one-way road with a single traffic lane provides access to a gated entrance, a 40 foot turning radius shall be used. 1274.08 Addresses for Buildings [X] All buildings shall be issued an address by the local jurisdiction which conforms to that jurisdiction's overall address system. Accessory buildings will not be required to have a separate address; however, each dwelling unit within a building shall be separately identified. 1274.09 Size of Letters, Numbers and Symbols for Addresses [X] Size of letters, numbers and symbols for addresses shall be a minimum 3" letter height, 3/8" stroke, reflectorized. contrasting with the background color of the sign. 1274.10 Installation. Location and Visibility of Addresses [X] (a) All buildings shall have a permanently posted address, which shall be placed at each driveway entrance and visible from both directions of travel along the road. In all cases, the address shall be posted at the beginning of construction and shall be maintained thereafter, and the address shall be visible and legible from the road on which the address is located. [X] (b) Address signs along one-way roads shall be visible from both the intended direction of travel and the opposite direction. [X] (c) Where multiple addresses are required at a single driveway, they shall be mounted on a single post. [X] (d) Where a roadway provides access solely to a single commercial or industrial business, the address sign shall be placed at the nearest road intersection providing access to that site. 1276.01 Setback for Structure Defensible Space [ ] (a) All parcels 1 acre and larger shall provide a minimum 30 foot setback for buildings and accessory buildings from all property lines and/or the center of the road. [ ] Your parcel is larger then 1 acre but your minimum setback for buildings and accessory buildings is less then 30 feet from all property lines and/or the center of the road. You are required to meet the same practical effects requirements listed on page three. ;{J (b) For parcels less than 1 acre, the local jurisdiction shall provide for the same practical effect. See page three for same practical effect requirements. Revised 02/28/06 2 If the Building Setback is less then 30 Feet from all property lines and/or the center of the road, the following shall be required; • Class A roof • Fully enclosed eaves on entire structure • Fire rated metal doors on side toward property line with insufficient setback • Siding from the following list: (a) Stucco -3 coat (b) Non combustible Hardi-Board, Plank or similar siding (c) Masonry (d) Metal (e) Other Butte County Fire Department approved materials 1276.02 Disposal of Flammable Vegetation and Fuels [XJ Disposal, including chipping, burning or removal to a landfill site approved by the local jurisdiction, of flammable vegetation and fuels caused by site development and construction, road and driveway construction, and fuel modification shall be completed prior to completion of road construction or final inspection of a building permit. Other Requirements- Installation of Residential Fire Sprinklers [X] If your property was part of a parcel split after January 1, 1991, you are required to install residential fire sprinklers. It is your responsibility to inspect the official parcel map to confirm if sprinklers are required. 03/22/2006 Date Revised 02/28/06 j Darren Read Fire Protection Planning --f- 't, 11 \wt SAE Gv T -,I �vik" ti Vof PLANNING DIVISION - BUIL!Z�c�N RIIAL Use: Date: I Parking- Lands9ping: Y/v N L �V BUTTE COUNTY 13UILDING DIVISION APPROVED �� � /ice/�� . . .... 062 1/1/00 2 5 IENVIRONMENTAL HEALTH MAR - 9 2006 COUNTY CENTER DRIVE IV r #bu J.T f eoc C", APPROVED Envi, -11 `)zalth 3°U" * 662 0025— 4407-X— tdnaal4� ,t A Idlll Mal i WflfiN,%li flua d—i fl California Department of Forestry and Fire Protection Butte County Fire Department Fire Safe Requirements Permit# 1-)v - " -':� Under authority of Public Resources Code Section 4290, the following checked items are required by CDF/Butte County Fire Department and made part of this permit. These requirements are minimums and may be superseded by Butte County local regulations, which equals or exceeds these standards. Butte County Building Inspectors will make compliance inspections. 1272.00 Maintenance of Defensible Space Measures [X] To ensure continued maintenance of properties in conformance with these standards and measures and to assure continued availability, access, and utilization of the defensible space provided for these standards during a wildfire, provisions for annual maintenance shall be included in the development plans and/or shall be provided as a condition of the permit, parcel or map approval. Public Resources Code 4291 T information will be provided when the final inspection is completed. 1 1273.10 Driveways R [X] (a) All new driveway construction or an extension of an existing driveway shall comply with Public 1. t Resources Code 4290 roadway requirements. E [X] (b) All driveways shall provide a minimum 10 foot traffic lane and unobstructed vertical clearance of 15 feet along its entire length. [X] (c) Driveways exceeding 150 feet in length, but less than 800 feet in length, shall provide a turnout near the midpoint of the driveway. Where the driveway exceeds 800 feet, turnouts shall be provided no more than R 400 feet apart [X] (d) A turnaround shall be provided to all building sites on driveways over 300 feet in length, and shall be E within 50 feet of the building. 1273.02 Roadway Surface [X] The surface shall provide unobstructed access to conventional drive vehicles, including sedans and fire engines. Surfaces should be established in conformance with local ordinances, and be capable of supporting T T a 40,000 pound load. 4" of class 2 aggregate base shall be required for all driveways, turnouts, and V turnarounds. 1273.03 Roadway Grades I [X] The grade for all driveways shall not exceed 15 percent. Grades above 15% shall have 4" of class 2 aggregate base and 2" of asphalt concrete. No driveways allowed in excess of 20%. 1273.04 Roadway Radius R [X] (a) No roadway shall have a horizontal inside radius of curvature of less than 50 feet and additional surface width of 4 feet shall be added to curves of 50-100 feet radius; 2 feet to those from 100-200 feet. [X] (b) The length of vertical curves in roadways, exclusive of gutters, ditches, and drainage structures designed to hold or divert water, shall be not less than 100 feet. 1273.05 Roadway Turnarounds [X] Turnarounds are required on driveways and dead-end roads as specified in this article. The minimum turning radius for a turnaround shall be 40 feet from the center line of the road. If a hammerhead -T is used, I the top of the "T" shall be a minimum of 60 feet in length. 1273.06 Roadway Turnouts N [X] Turnouts shall be a minimum of 10 feet wide and 30 feet long with a minimum 25 foot taper on each end. T S Revised 02/28/06 1273.07 Roadway Structures [X] (a) All driveway, road, street, and private lane roadway structures (Bridges, culverts, and other appurtenant structures which supplement the roadway bed or shoulders) shall be constructed to carry at least the maximum load and provide the minimum vertical clearance as required by Vehicle Code Sections 35550, 35750 and 35250. [X] (b) Appropriate signing, including but not limited to weight or vertical clearance limitations, one-way road or single lane conditions, shall reflect the capability of each bridge. [X] (c) A bridge with only one traffic lane may be authorized by the local jurisdiction; however, it shall provide for unobstructed visibility from one end to the other and turnouts at both ends. 1273.11 Gate Entrance [X] (a) Crate entrances shall be at least two feet wider on both ends then the width of the traffic lane(s) serving that gate. [X] (b) All gates providing access from a road to a driveway shall be located at least 30 feet from the roadway and shall open to allow a vehicle to stop without obstructing traffic on that road. [X] (c) Where a one-way road with a single traffic lane provides access to a gated entrance, a 40 foot turning radius shall be used. 1274.08 Addresses for Buildings [X] All buildings shall be issued an address by the local jurisdiction which conforms to that jurisdiction's overall address system. Accessory buildings will not be required to have a separate address; however, each dwelling unit within a building shall be separately identified. 1274.09 Size of Letters, Numbers and Symbols for Addresses [X] Size of letters, numbers and symbols for addresses shall be a minimum 3" letter height, 3/8" stroke, reflectorized, contrasting with the background color of the sign. 1274.10 Installation, Location and Visibility of Addresses [X] (a) All buildings shall have a permanently posted address, which shall be placed at each driveway entrance and visible from both directions of travel along the road. In all cases, the address shall be posted at the beginning of construction and shall be maintained thereafter, and the address shall be visible and legible from the road on which the address is located. [X] (b) Address signs along one-way roads shall be visible from both the intended direction of travel and the opposite direction. [Y] (c) Where multiple addresses are required at a single driveway, they shall be mounted on a single post. [X] (d) Where a roadway provides access solely to a single commercial or industrial business, the address sign shall be placed at the nearest road intersection providing access to that site. 1276.01 Setback for Structure Defensible Space [ ] (a) All parcels 1 acre and larger shall provide a minimum 30 foot setback for buildings and accessory buildings from all property lines and/or the center of the road. [ ] Your parcel is larger then 1 acre but your minimum setback for buildings and accessory buildings is less then 30 feet from all property lines and/or the center of the road. You are required to meet the same practical effects requirements listed on page three. (b) For parcels less than 1 acre, the local jurisdiction shall provide for the same practical effect..See page three for same practical effect requirements. Revised 02/28/06 2 Same Practical Effect for Buildings less then 30 feet from property line: [ '] If the Building Setback is less then 30 Feet from all property lines and/or the center of the road the g following shall be required; • Class A roof • Fully enclosed eaves on entire structure • Fire rated metal doors on side toward property line with insufficient setback • Siding from the following list: (a) Stucco -3 coat (b) Non combustible Hardi-Board, Plank or similar siding (c) Masonry (d) Metal (e) Other Butte County Fire Department approved materials 1276.02 Disposal of Flammable Vegetation and Fuels [X] Disposal, including chipping, burning or removal to a landfill site approved by the local jurisdiction, of flammable vegetation and fuels caused by site development and construction, road and driveway construction, and fuel modification shall be completed prior to completion of road construction or final inspection of a building permit. Other Requirements- Installation of Residential Fire Sprinklers [X] If your property was part of a parcel split after January 1, 1991, you are required to install residential fire sprinklers. It is your responsibility to inspect the official parcel map to confirm if sprinklers are required. 03/22/2006 Date Revised 02/28/06 Darren Read Fire Protection Planning TRUSS SCHEDULE Tails Mark TC Pitch BC Pitch Span Amt. Description Front Back AGE 6 0 26-0 1 GABLE END 2-0 0 Al 6 3 26-0 9 SCISSOR 2-0 0 BF 6 0 26-0 1 STANDARD W/ FILL 2-0 0 B1 6 0 26-0 2 STANDARD 2-0 0 B2 6 0 26-0 10 STANDARD 2-0 2-0 BGE 6 0 26-0 1 GABLE END 2-0 2-0 CGE 6 0 24-0 1 GABLE END 2-0 2-0 C1 6 0 24-0 9 STANDARD 2-0 2-0 C2 6 0 24-0 1 STANDARD W/ FILL 2-0 0 JNTYy R li3 °� $$ nix � I APPROVED , r ��baa 3^ d - � .� f, � 4 .�e� ,S `9 A�� � 'i'x�"�':r�' �a�a a 4x fix: I ,ul .�:1 i'`�� g �� d:.-�. + �,�.._ = � � � :. Ytyy S'.. �' ) �. Ri 7 s �`'� lu ''E" '� �s-�c7.a v, Project: Welsh Res. County: Butte Contractor: Endeavor Homes Date: March 14, 2006 Roof: comp Plan: Custom _ - Snow: 3716s. Drawn By: MT Tail Cut: Plumb k MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 Re: Welsh The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Endeavor Homes. Pages or sheets covered by this seal: R20483873 thru R20483881 My license renewal date for the state of California is September 30, 2006. Q�pF ESS/ON ONG W C49 X k *\ EXP. 030/06 /*, March 15,2006 Yu, Ray The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. ---] Job Truss -7 Truss Type Qty Ply welsh PLATES GRIP TCLL 37.0 Plates Increase 1.15 TC 0.38 820483874 WELSH AGE HOWE 1 1 BC 0.14 Vert(TL) -0.01 1 n/r 90 TCDL 10.0 Rep Stress Incr Job Reference optional Endeavor Homes, Oroville, CA 95965 2-0-0 13-0-0 3x4 = 4x4 i 114x4 6.200 5 J01 13 2005 MiTek h 13-0-0 Inc. Tue Mar 14 10:30:07 LUDO Page 1 5x5 = 26-0-0 Scale = 1:51.8 I� 0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 37.0 Plates Increase 1.15 TC 0.38 Vert(LL) 0.00 1 n/r120 MT20 220/195 (Roof Snow=37.0) Lumber Increase 1.15 BC 0.14 Vert(TL) -0.01 1 n/r 90 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 21 n/a n/a BCLL 0.0 Code UBC97/ANSI95 (Matrix) Weight: 161 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G JOINTS 1 Brace at Jt(s): 39 OTHERS 2 X 4 DF Std G REACTIONS (Ib/size) 2=413/26-0-0, 21=99/26-0-0, 31=167/26-0-0, 30=23/26-0-0, 38=154/26-0-0, 37=162/26-0-0, 36=149/26-0-0, 35=153/26-0-0, 34=152/26-0-0, 33=148/26-0-0, 32=172/26-0-0, 29=112/26-0-0, 28=158/26-0-0, 27=152/26-0-0, 26=152/26-0-0, 25=151/26-0-0, 24=158/26-0-0, 23=124/26-0-0, 22=233/26-0-0, 40=120/26-0-0 Max Horz 2=81 (load case 6) Max Uplift2=-58(load case 7), 37=-26(load case 6), 35=-3(load case 6), 34=-1(load case 6), 33=-3(load case 7), 29=-1(load case 5), 28=-3(load case 7), 27=-2(load case 7), 26=-1(load case 5), 25=-2(load case 7), 24=-1(load case 7), 23=-1 (load case 5), 22=-3(load case 5) Max Grav2=488(load case 2), 21=112(load case 3), 31=182(load case 2), 30=47(load case 4), 38=173(load case 2), 37=191(load case 2), 36=172(load case 2), 35=178(load case 2), 34=176(load case 2), 33=172(load case 2), 32=201(load case 2), 29=136(load case 3), 28=184(load case 3), 27=176(load case 3), 26=177(load case 3), 25=175(load case 3), 24=184(load case 3), 23=145(load case 3), 22=271(load case 3), 40=127(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/98, 2-3=-99/37, 3-4=-48/25, 4-5=-44/38, 5-6=-45/47, 6-7=-45/56, 7-8=-45/66, 8-9=-43/75, 9-10=-53/88, 10-11=-50/15, 11-12=-52/14, 12-13=-28/90, 13-14=-43/79, 14-15=-41/64, 15-16=-41/49, 16-17=-41/34, 17-18=-41/26, 18-19=-40/28, 19-20=-48/19, 20-21=-55/48 BOT CHORD 2-38=0/48, 37-38=0/48, 36-37=0/48, 35-36=0/48, 34-35=0/48, 33-34=0/48, 32-33=0/48, 31-32=0/48, 30-31=0/48, 29-30=0/48 , 28-29=0/48, 27-28=0/48, 26-27=0/48, 25-26=0/48, 24-25=0/48, 23-24=0/48, 22-23=0/48, 21-22=0/48 WEBS 31-39=-150/0, 10-39=-150/0, 30-40=0/0, 12-40=-127/0, 3-38=-189/6, 4-37=-141/24, 5-36=-151/16, 6-35=-150/18, \koFESSi 7-34=-150/17, 8-33=-146/18, 9-32=-172/18, 13-29=-115/13, 14-28=-156/19, 15-27=-150/17, 16-26=-150/18, 17-25=-150/18, 'QONG 18-24=-154/18, 19-23=-131/16, 20-22=-211/23, 10-12=0/75, 39-40=0/0 � p c9 Ix C 4419 TM NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead I and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 26 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Ga End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) Unbalanced snow loads have been considered for this design. 4) All plates are 1.5x4 MT20 unless otherwise indicated. Continued on page 2 161, MITEK REFERENCE PAGE EfIZ-7473 BEFORE USE. IN -Ver design parameters and READ NOTES ON THIS AND INCLUDED WARNING (fy g Design valid for use only wth MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 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 ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. * tX /3U/U0 F arch5006 006 7777 Greenback Lane • Suite 109 Citrus Heights, CA, 95610 mini Welke Symbols Numbering System General Safety Notes e PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3 " *Center plate on joint unless dimensions indicate otherwise. I . Provide copies of this truss design to the ED Dimensions are in inches. Applyerect buildingproperty It LJ\1 to both sides of truss and owner andd all l other interested parties. securely seat. J2 J3 J4 2. Cut members to bear tightly against each 1/g TOP CHORDS c2 cs other. J5 3. Place plates on each face of truss at each 8 c4 joint and embed fully. Avoid knots and wane Q at joint locations. O �� O \C8 O �y 4. Unless otherwise noted, locate chord splices a. a_ at'/. panel length (± 6" from adjacent joint.) I c� c6 BOTTOM CHORDS J. Unless otherwise rioted, moisture content of * For 4 x 2 orientation, locate lumber shall not Exceed 19% at time of fabrication. plates 1/8" from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT FARTHEST TO THE LEFT. practice is to carnber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and in all respects, equal to or better than the x perpendicular to slots. Second dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. SOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 3907, 4922 LATERAL BRACING SBCCI 9667, 9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required continuous lateral bracing. WISC/DILHR 960022-W, 970036-N 561 unless otherwise noted. 12. Anchorage and / or load transferring NER connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING *!® 14. Do not cut or altar truss member or plate Indicates location of joints at which bearings (supports) occur. without prior approval of a professional engineer. 6 ® 15. Care should be Exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job TrussT uss Type Qty Ply7:0 h R20483874WELSH AGE HOWE Reference (optional) tnaeavor Homes, urowie, cA v0vb* o.zw s dw i—uuo mi l eK mausmes, inc. t ue iwar w ioaavr zuuo rage z NOTES 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Bearing at joint(s) 40 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane • Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aramenters and proper incorporation ofcomponent onent is responsibility of building designer- not truss designer. Sracin shown Citrus Heights, CA, 95610 PP tY 9 P P P P P P tY 9 9 9 9 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 ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M Tek' Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols y Numbering System A General Safety Notes Failure to Follow Cauld Cause Property PLATE LOCATION AND ORIENTATION Damage or Pertonai Injury 3 " *Center plate on joint unless �! 4-1 Nq dimensions indicate otherwise. 1. Provide copies of this truss design to the Dimensions are in inches. Apply building designer, erection supervisor, property plates to both sides of truss and owner and all other interested parties. securely seat. J3 J4 2. Cut members to bear tightly against each J2 TOP CHORDS other. 14 ► C2 cs J5 3. Place plates on f;ach face of truss at each %8 c, joint and embed fully. Avoid knots and wane z 3 o W at joint locations. U �� 3 �h 4. Unless otherwise noted, locate chord splices at 1A panel length (± 6" from adjacent joint.) CL O ce c7 c6 5. Unless otherwise noted, moisture content of * For 4 x 2 orientation, locate BOTTOM CHORDS lumber shall not exceed 19% at time of fabrication. plates 1/8" from outside edge of truss and vertical web. J 1 J8 J7 J6 6. Unless expressly rioted, this design is not applicable for u.se with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT practice is to camber for dead load deflection. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions shown indicate minimum plating requirements. PLATE SIZE The first dimension is the width 4 4 to slots. Second 9. Lumber shall be of the species and size, and in all respects, equal to or better than the x perpendicular dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified, to slots. BOCA 96-31, 96-67 10. Top chords mus+ be sheathed or purlins provided at spacing shown on design. ICBG 3907, 4922 11. Bottom chords require lateral bracing at 10 LATERAL BRACING SBCCI 9667, 9432A ft. spacing, or less, if no ceiling is installed, unless otherwise noted. Indicates location of required WISC/DILHR 960022-W, 970036-N 12. Anchorage anU / or load transferring continuous lateral bracing. NER 561 connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING ® 14. Do not cut or alter truss member or plate without prior approval of a professional Indicates location of joints at which bearings (supports) occur. engineer. `'' V\/_Q 15. Care should be exercised in handling, 11% erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. N a if;41h ll� L Id Job Truss SPACING Qty Ply welsh820483873 (loc) I/defl L/d PLATES GRIP TCLL 37.0 Plates Increase 1.15 WELSH ��T',U,�Ss'Type Al RS 9 1 Lumber Increase 1.15 BC 0.89 Vert(TL) -0.60 8-9 >514 180 Job Reference (optional) -2-0-0 6-11-3 13-0-0 19-0-13 26-0-0 2-0-0 6-11-3 6-0-13 6-0-13 6-11-3 Scale = 147.0 5x5 = 4 6-11-3 6-0-13 6-0-13 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 37.0 Plates Increase 1.15 TC 0.87 Vert(LL) -0.38 8-9 >809 360 MT20 220/195 (Roof Snow=37.0) Lumber Increase 1.15 BC 0.89 Vert(TL) -0.60 8-9 >514 180 MT18H 220/195 TCDL 10.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.43 6 n/a n/a BCLL 0.0 Code UBC97/ANSI95 (Matrix)9 Wei ht: 1031b BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 2-2-1 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr 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 5-8 REACTIONS (Ib/size) 6=1447/0-5-8, 2=1675/0-5-8 Max Horz 2=81 (load case 6) Max Uplift2=-5(load case 7) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99, 2-3=-4641/0, 3-4=-3307/0, 4-5=-3309/0, 5-6=-4734/0 BOT CHORD 2-9=0/4119,8-9=014122,7-8=0/4215,6-7=0/4222 WEBS 4-8=0/2271, 3-9=0/263, 5-7=0/269, 3-8=-1446/8, 5-8=-1560/41 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 26 ft with exposure B 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) Unbalanced snow loads have been considered for this design. 3) All plates are MT20 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. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 6, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. go¢pFESS/ �©� LOADCASE(S) Standard � ' ONS CID LU C 419 EXP. /30/06 * , s� March 1 WARNING - Vert fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE NII -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 g y 9 Y P P g P Citrus Heights, CA, 95610 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 ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek' Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. _- _ Symbols Numbering System: General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury i *_1 3/4' *Center plate on joint unless dimensions indicate otherwise. 1 . Provide copies of this truss design to the Dimensions are in inches. Apply building designer, erection supervisor, property plates to both sides of truss and owner and all other interested parties. securely seat. J2 J3 J4 2. Cut members to bear tightly against each i�$ TOP CHORDS other. 14 _ h cz J5 3. Place plates on Each face of truss at each joint and embed fully. Avoid knots and wane ZC,3 L161 at joint locations, O U O U = 4. Unless otherwise noted, locate chord splices at '/4 panel length (± 6" from adjacent joint.) O ca C 5. Unless otherwise noted, moisture content of * For 4 x 2 orientation, locate BOTTOM CHORDS lumber shall not exceed 19% at time of fabrication. plates 1/8" from outside edge of truss and vertical web. J 1 J8 J7 J6 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative tregted lumber. _ *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a nonconsideration and y of truss fabricator. General is the responsibility connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size qnd location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 perpendicular to slots. Second 9. Lumber shall be of the species and size, and in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spgcing shown on design. ICBO 3907, 4922 LATERAL BRACING SBCCI 9667, 9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. Indicates location of required continuous lateral bracing. WISC/DILHR 960022-W, 970036-N NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of constrQction materials. BEARING Indicates location of joints at �!® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. a� � engineer. 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® holdings, Inc. Job Truss Truss Type Qty Ply welsh WELSH BF HOWE 1 1 820483877 DEFL in (loc) I/dell L/d Job Reference optional �1 2-0-0 6-9-6 6-2-10 4x6 = 4 o— �o Iwo-—nwuaui w. i—mar ,w -o -o rage i 6-2-10 6-9-6 Scale: 1/4"=1' 6-9-6 6-2-10 5x8 = 6-2-10 6-9-6 It LOADING (psf) TCLL 37.0 SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP (Roof Snow=37.0) Plates Increase 1.15 TC 0.57 Vert(LL) LL ( -0.11 6-7 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.58 Vert(TL) -0.19 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 185 lb LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G OTHERS 2 X 4 DF Std G REACTIONS (Ib/size) 2=1675/0-5-8,6=1447/0-5-8 Max Horz 2=81 (load case 6) Max Uplift2=-5(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/100, 2-3=-2548/0, 3-4=-1763/0, 4-5=-1765/0, 5-6=-2595/0 BOT CHORD 2-9=0/2136,8-9=0/2136,7-8=0/2186,6-7=0/2186 WEBS 3-9=0/274, 4-8=0/887, 5-7=0/280, 3-8=-948/0, 5-8=-1020/17 BRACING TOP CHORD Sheathed or 3-7-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 26 ft with exposure B 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) Unbalanced snow loads have been considered for this design. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 51 Gable studs spaced at 1-4-0 oc. �pFESS/p 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q !�! 7) A plate rating reduction of 20% has been applied for the green lumber members. � 0NG y � �zT1 lX C4 19 Su LOAD CASE(S) Standard rd . . , W—A WARNING - Ver{fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Citrus Heights, CA, 95610 PP tY 9 P P P p P P tY 9 9 9 9 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 ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component M iTek' Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury s " *Center plate on joint unless dimensions indicate otherwise. 1 . Provide copies of this truss design to the Dimensions are in inches. Apply building designer, erection supervisor, property plates to both sides of truss and owner and all other interested parties. securely seat. J2 J3 J4 2. Cut members to bear tightly against each 1/g TOP CHORDS other. /g �' cz 3. Place plates on each face of truss at each o joint and embeq fully. Avoid knots and wane 3 o at joint locations. O v 2C7hC6 U 4. Unless otherwise noted, locate chord splices o- at'/4 panel length (± 6" from adjacent joint.) 0 0- ce BOTTOM CHORDS 5. Unless otherwise noted, moisture content of For 4 x 2 orientation, locate lumber shall not exceed 19% at time of fabrication. plates 1/8" from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly rioted, this design is not applicable for u:,e with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a nori-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate Minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and in all respects, equal to or better than the x perpendicular to slots. Second dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified, to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spgcing shown on design. ICBO 3907, 4922 LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required continuous lateral bracing. WISC/DILHR 960022-W, 970036-N unless otherwise noted. 12. Anchorage and / or load transferring NER 561 connections to trusses are the responsibility of others unless shgwn. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING 14. Do not cut or alter truss member or plate Indicates location of joints at which bearings (supports) occur. without prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job Truss Truss Type Qty Ply welsh PLATES GRIP TCLL 37.0 Plates Increase 1.15 TC 0.57 820483875 WELSH B1 HOWE 2 i BC 0.58 Vert(TL) -0.19 6-7 >999 180 TCDL 10.0 Rep Stress Incr Job Reference (optional) �1 -2-0-0 6-9-6 13-0-0 19-2-10 26-0-0 2-0-0 6-9-6 6-2-10 6-2-10 6-9-6 Scale: 1/4"=1' 4x6 = 4 6-9-6 1.5x4 11 5x8 = 1.5x4 11 13-0-0 6-2-10 6-2-10 6-9-6 I� 0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 37.0 Plates Increase 1.15 TC 0.57 Vert(LL) -0.11 6-7 >999 360 MT20 220/195 (Roof Snow=37.0) Lumber Increase 1.15 BC 0.58 Vert(TL) -0.19 6-7 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.07 6 n/a n/a BCLL 0.0 Code UBC97/ANSI95 (Matrix) Weight: 113 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 3-7-11 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=1675/0-5-8,6=1447/0-5-8 Max Horz2=81(load case 6) Max Uplift2=-5(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/100, 2-3=-2548/0, 3-4=-1763/0, 4-5=-1765/0, 5-6=-2595/0 BOT CHORD 2-9=0/2136, 8-9=0/2136, 7-8=0/2186, 6-7=0/2186 WEBS 3-9=0/274, 4-8=0/887, 5-7=0/280, 3-8=-948/0, 5-8=-1020/17 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 26 ft with exposure B 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) Unbalanced snow loads have been considered for this design. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Citrus Heights, CA, 95610 PP tY 9 P P P P P P ty 9 9 9 9 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 ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek' Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION .� 34 *Center plate on joint unless / dimensions indicate otherwise. Dimensions are in inches. Apply ne plates to both sides of truss and securely seat. xientation, locate B" from outside edge nd vertical web. >ol indicates the direction of slots in or plates. dimension is the width jicular to slots. Second un is the length parallel as location of required sous lateral bracing. es location of joints at bearings (supports) occur Numbering System J2 J3 J4 Tnv runRns 0 O U O J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING AT THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 96-67 ICBO 3907, 4922 SBCCI 9667,9432A WISC/DILHR 960022-W, 970036-N NER 561 oTIM General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to hear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 at joint locations. CY 4. Unless otherwise noted, locate chord splices U at 14 panel length (+ 6' from adjacent joint.) O � 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly Noted, this design is not applicable for use with fire retardant or preservative tre(ited lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to ccimber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, Equal to or better than the grade specifiect, 10. Top chords mutt be sheathed or purlins provided at spacing shown on design. 1 I. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overlopd roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior Qpproval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek@ Holdings, Inc. L_ 1!I Job Truss Truss Type Qty Ply welsh 820483876 WELSH B2 HOWE 10 1 Job Reference (optional) I.a , z —nc a-- I..Aiie—e Inr T„u Mar 1d 1f.3AOR 9008 Pana 1 2-0-0 6-9-6 13-0-0 19-2-10 6-2-10 6-2-10 46 = 4 6-9-6 2-0-0 Scale = 149.6 1.5x4 11 5x8 = 1.5x4 11 6-9-6 6-2-10 6-2-10 6-9-6 Plate Offsets (X Y) [2:0-0-14,0-0-11,16:0-0-14,0-0-11,[9:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 37.0 Plates Increase 1.15 TC 0.53 Vert(LL) -0.10 9 >999 360 MT20 220/195 (Roof Snow=37.0) Lumber Increase 1.15 BC 0.44 Vert(TL) -0.16 9-10 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.07 6 n/a n/a BCLL 0.0 Code UBC97/ANSI95 (Matrix) Weight: 116 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 3-9-10 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 6=1665/0-5-8,2=1665/0-5-8 Max Horz2=54(load case 6) Max Uplift6=-2(load case 7), 2=-2(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/100, 2-3=-2527/0, 3-4=-1745/0, 4-5=-1745/0, 5-6=-2527/0, 6-7=0/100 BOT CHORD 2-10=0/2117, 9-10=0/2117, 8-9=0/2117, 6-8=0/2117 WEBS 3-10=0/273, 4-9=0/864, 5-8=0/273, 3-9=-947/0, 5-9=-947/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 26 ft with exposure B 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) Unbalanced snow loads have been considered for this design. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard ��pF ESS/Q/y CO LU C 1 X * EXP. 9/30/06 * OF Ma I$ WARNING - Ver n parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenbac ane Verify desi 8 P Suite 109 Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 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 ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek' Safety Information available from Truss Plate Institute, 583 D'Onof6o Drive, Madison, WI 53719. Symbols Numbering System General Safety Notes a e . PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3 " r 74 * Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and 1. Provide copies of this truss design to the building owner and property all other interested parties. securely seat. J2 J3 J4 2. Cut members to hear tightly against each 14 TOP CHORDS C2 C3 other. /g 3. Place plates on each face of truss at each joint annd embed fully. Avoid knots and wane � 3 NO- o at joint locations. O��U 4. Unless otherwise noted, locate chord splices at'/. panel length (± 6" from adjacent joint.) U O ICs C7 C6 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of * For 4 x 2 orientation, locate lumber shall not exceed 197. at time of fabrication. plates 1/8" from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-.,tructural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. 4 4 The first dimension is the width Second 9. Lumber shall be of the species and size, and in all respects, equal to or better than the x perpendicular to slots. dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 3907, 4922 LATERAL BRACING SBCCI 9667, 9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required continuous lateral bracing. WISC/DILHR 960022-W, 970036-N NER 56 i unless otherwise rioted. 12. Anchorage and / or load transferring connections to trtisses are the responsibility of others unless shovrn. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING0 Indicates location of joints at I 1- 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. �` 11 engineer. , A 3! ter'"' V�-p\Yd 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. nI "" ! r ihfi'a� L �- 2-0-0 13-0-0 13-0-0 2-0-0 - Scale = 1:52.4 2-0-0 13-0-0 3x4 = 4x4 i 114x4 LOADING (psf) SPACING 2-0-0 CSI TCLL 37.0 Plates Increase 1.15 TC 0.38 (Roof Snow=37.0) Lumber Increase 1.15 BC 0.17 TCDL 10.0 Rep Stress Inc' YES WB 0.09 BCLL 0.0 Code UBC97/ANSI95 (Matrix) BCDL 10.0 LUMBER TOP CHORD 2 X 4 DF No.1 &Btr G BOT CHORD 2 X 4 DF No.1 &Btr G WEBS 2 X 4 DF Std G OTHERS 2 X 4 DF Std G 26-0-0 DEFL in (loc) I/deft L/d PLATES GRIP MT20 220/195 Vert(LL) 0.00 21 n/r 120 Vert(TL) -0.01 22 n/r 90 Horz(TL) 0.00 21 n/a n/a Weight: 164 lb BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 41 REACTIONS (Ib/size) 2=412/26-0-0, 33=167/26-0-0, 31=23/26-0-0, 40=154/26-0-0, 39=162/26-0-0, 38=149/26-0-0, 37=153/26-0-0, 36=152/26-0-0, 35=148/26-0-0, 34=172/26-0-0, 30=112/26-0-0, 29=158/26-0-0, 28=152/26-0-0, 27=151/26-0-0, 26=154/26-0-0, 25=142/26-0-0, 24=191/26-0-0, 23=56/26-0-0, 42=121/26-0-0, 21=410/26-0-0 Max Horz2=54(load case 6) Max Uplift2=-65(load case 7), 39=-26(load case 6), 37=-3(load case 6), 36=-1 (load case 6), 35=-3(load case 7), 29=-3(loa case 7), 28=-2(load case 7), 27=-1 (load case 5), 26=-3(load case 7), 24=-24(load case 5), 21=-74(load case 7) Max Grav2=488(load case 2), 33=182(load case 2), 31=47(load case 4), 40=173(load case 2), 39=191(load case 2), 38=172(load case 2), 37=178(load case 2), 36=176(load case 2), 35=172(load case 2), 34=201(load case 2), 30=136(load case 3), 29=184(load case 3), 28=177(load case case case 25=165(load case 3), 24=225(load case 3), 23=85(loadc ase 4), 42� l 127(loadcase 3))216l483(loadcase 3) ) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/98, 2-3=-99/38, 3-4=-48/40, 4-5=-44/53, 5-6=-45/62, 6-7=-45/71, 7-8=-44/81, 8-9=-43/90, 9-10=-53/103, 10-11=-50/17 11-12=-52/15, 12-13=-27/105, 13-14=-42/94, 14-15=-40/79, 15-16=-40/64, 16-17=-40/49, 17-18=-40/34, 18-19=-41/26, 19-20=-30/33, 20-21=-85/10, 21-22=0/98 BOT CHORD 2-40=0/68, 39-40=0/68, 38-39=0/68, 37-38=0/68, 36-37=0/68, 35-36=0/68, 34-35=0/68, 33-34=0/68, 32-33=0/68, 31-32=0168 30-31=0/68, 29-30=0/68, 28-29=0/68, 27-28=0/68, 26-27=0/68, 25-26=0/68, 1/24 0/68, 23-24=0/68, =-150/ /68 8, WEBS 33-41=-150/0, 10-41=-150/0, 31-42=0/0, 12-42=-127/0, 3-40=-189/6, 4-39=-141/24, 5-38=-151/16 , 6-37=-150/18, �R©FSS�QN 7-36=-150/17, 8-35=-146/19, 9-34=-172/18, 13-30=-115/13, 14-29=-156/19, 15-28=-150/17, 16-27=-150/17,17-26=-150/18, 18-25=-147/16, 19-24=-165/26, 20-23=-114/0, 10-12=0/86, 41-42=0/0 ���Q �ONG y�� yl Uj C 49419 zip NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead o and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 26 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gab End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) Unbalanced snow loads have been considered for this design. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ADTER REFERENCE PAGE MI[ -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. spplliaieratl sof upport of Pdiamentidual web members incorporation only. Additional temporary bracing to insonent is ure stability ity of durriinggconstructiorn Is designer. the responsibility of then 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 ANSI/TPII Quality Criteria, DSB-89 and BCSI7 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. *\ EXP March ._ 7777 Greenback Lane 40 Suite 109 Citrus Heights, CA, 95610 a"[ Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3f" *Center plate on joint unless 4 dimensions indicate otherwise. 1. Provide copies of this truss design to the Dimensions are in inches. Apply building designer, erection supervisor, property plates to both sides of truss and owner and all other interested parties. securely seat. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. 14C2 ire' C3 c4 J5 3. Place plates on Each face of truss at each joint and embed fully. Avoid knots and wane ` 3 o at joint locations. U�� 4. Unless otherwise noted, locate chord splices �,h at 1A panel length (± 6" from adjacent joint.) a_ O C8 C7 c6 5. Unless otherwise noted, moisture content of * For 4 x 2 orientation, locate BOTTOM CHORDS lumber shall not exceed 19% at time of fabrication. plates 1/8" from outside edge of truss and vertical web. J1 J8 J7 J6 6. Unless expressly rioted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is anon -structural consideration and is the responsibility of truss fabricator. General connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to slots. Second 9. Lumber shall be of the species and size, and in all respects, equal to or better than the perpendicular dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified, to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBG 3907, 4922 11. Bottom chords require lateral bracing at 10 LATERAL BRACING SBCCI 9667, 9432A ft. spacing, or less, if no ceiling is installed, unless otherwise noted. Indicates location of required WISC/DILHR 960022-W, 970036-N continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overloaU roof or floor trusses with stacks of construction materials. BEARING mm® 14. Do not cut or alter truss member or plate Indicates location of joints at .e without prior approval of a professional engineer.engineer. which bearings (supports) occur. "'' 0 1Vol 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MIX -7473 © 1993 MiTek® holdings, Inc. Job Truss Truss Type Qty Ply welsh 820483878 WELSH BGE HOWE 1 i Job Reference (optional) Endeavor Homes, Urovllle, GA 8b9bb 0—US-1 IU—dr w rage c NOTES 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Bearing at joint(s) 42 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 7777 Suite Greenback Lane109 m Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 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 ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek' Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. L' I--- __ Symbols Numbering Systema General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3 " *Center plate on joint unless dimensions indicate otherwise. 1. Provide copies of this truss design to the Dimensions are in inches. Apply building designer, erection supervisor, property plates to both sides of truss and owner and all other interested parties. securely seat. J2 J3 J4 2. Cut members to bear tightly against each 14 TOP CHORDS other. �/e -�I-- C2 JS 3. Place plates on each face of truss at each c4 joint and embed fully. Avoid knots and wane 3o 0 U O ZC7 at joint locations. O �5 = 4. Unless otherwise noted, locate chord splices C U at '/4 panel length (± 6" from adjacent joint.) O caC6 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of * For 4 x 2 orientation, locate lumber shall not Exceed 19% at time of fabrication. plates 1/8" from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be ()f the species and size, and in all respects, equal to or better than the x perpendicular to slots. Second dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. t0 SIOtS. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 3907, 4922 LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required continuous lateral bracing. WISC/DILHR 960022-W, 970036-N NER 561 unless otherwise rioted. 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING® 14. Do not cut or altEr truss member or plate Indicates location of joints at which bearings (supports) occur. �' i without prior approval of a professional engineer. s �`v, K`'' ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3 " *Center plate on joint unless dimensions indicate otherwise. 1. Provide copies c>f this truss design to the Dimensions are in inches. Apply plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. } cz cs a N c4 JS 3 o O u 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint location.;. -��5 U 4. Unless otherwise noted, locate chord splices at 1/4 panel length (± 6" from adjacent joint.) * For 4 x 2 orientation, locate C8 C7 c6 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative trehted lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a norl-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to cumber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size (and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overloaq roof or floor trusses with stacks of constRiction materials. BEARING 'O14. Do not cut or alter truss member or plate Indicates location of joints at , without prior approval of a professional which bearings (supports) occur. engineer. �"® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Moldings, Inc. Job Truss Truss Type Qty Ply (loc) I/defl L/d PLATES GRIP (Roof Snow=3 Plates Increase 1.15 TC 0.38 820483881 WELSH CGE FINK 1 1 FJ.b'sR Vert(TL) -0.01 21 ri 90 .0 BCLL 0.0 Rep Stress Incr eference (optional) �1 -2-0-0 2-0-0 12-0-0 3x4 = 4x4 11 4x4 6.200 s Jul 13 2005 MiTek Industries, Inc. Tue Mar 14 16:38:12 2006 Page 1 12-0-0 26-0-0 2-0-0 Scale = 1:49.5 oleras 3x4 = 24-0-0 LOADING (psf) TCLL 37.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP (Roof Snow=3 Plates Increase 1.15 TC 0.38 Vert(LL) 0.00 21 ri 120 MT20 220/195 TCDL 100.0 Lumber Increase 1.15 BC 0.14 Vert(TL) -0.01 21 ri 90 .0 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 20 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 153 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G JOINTS 1 Brace at Jt(s): 39 OTHERS 2 X 4 DF Std G REACTIONS (Ib/size) 20=411/24-0-0, 31=105/24-0-0, 29=23/24-0-0, 38=154/24-0-0, 37=162/24-0-0, 36=149/24-0-0, 35=153/24-0-0, 34=152/24-0-0,33=156/24-0-0, 32=111/24-0-0, 28=92/24-0-0, 27=157/24-0-0, 26=152/24-0-0, 25=153/24-0-0, 24=149/24-0-0, 23=162/24-0-0, 22=154/24-0-0, 2=411/24-0-0, 40=109/24-0-0 Max Horz2=44(load case 6) Max Uplift20=-67(load case 7), 37=-26(load case 6), 35=-3(load case 6), 34=-1 (load case 7), 33=-3(load case 7), 27=-3(load case 5), 26=-1(load case 7), 25=-3(load case 5), 23=-26(load case 5), 2=-67(load case 7) Max Grav20=485(load case 3), 31=110(load case 2), 29=46(load case 4), 38=173(load case 2), 37=191(load case 2), 36=172(load case 2), 35=178(load case 2), 34=176(load case 2), 33=182(load case 2), 32=129(load case 2), 28=111(load case 3), 27=184(load case 3), 26=176(load case 3), 25=178(load case 3), 24=172(load case 3), 23=191(load case 3), 22=173(load case 3), 2=486(load case 2), 40=111(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/98, 2-3=-95/42, 3-4=-44/36, 4-5=-40/50, 5-6=-41/60, 6-7=-40/70, 7-8=41/80, 8-9=-42/91, 9-10=-26/95, 10-11=-63/15, 11-12=-67/14, 12-13=-16/97, 13-14=-41/90, 14-15=-39/75, 15-16=-38/60, 16-17=-39/45, 17-18=-38/31, 18-19=-42/25, 19-20=-93/44, 20-21=0/98 BOT CHORD 2-38=0/64, 37-38=0/64, 36-37=0/64, 35-36=0/64, 34-35=0/64, 33-34=0/64, 32-33=0/64, 31-32=0/64, 30-31=0/64, 29-30=0/64 , 28-29=0/64, 27-28=0/64, 26-27=0/64, 25-26=0/64, 24-25=0/64, 23-24=0/64, 22-23=0/64, 20-22=0/64 WEBS 10-12=0/81, 31-39=-87/0, 10-39=-87/0, 29-40=0/0, 12-40=-111/0, 3-38=-189/6,4-37=-141/24, 5-36=-151/16, 6-35=-150/18, 7-34=-150/18, 8-33=-154/20, 9-32=-113/4, 13-28=-95/8, 14-27=-155/20, 15-26=-151/17, 16-25=-150/18, 17-24=-151/16, OFSf 18-23=-141/24, 19-22=-189/5, 39-40=0/0 aQR 0, tig0NG W C4, 19 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead I, and 6.0 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 B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gal End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) Unbalanced snow loads have been considered for this design. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requiiregscontinuous bottom chord bearing. Continued on March * WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of desi n paramentersand proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown Citrus Heights, CA, 95610 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 ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ' Tek Job Truss Truss Type Qty Ply welsh R20483881 WELSH CGE FINK 1 1 Job Reference (optional) anaeavor names, urovwe, � eoeoo NOTES 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Bearing at joint(s) 40 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard WARNING - Ver design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane m tj'y g p Suite 109 Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 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 ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek� Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 3 " *Center plate on joint unless +: /q dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. PLATE SIZE -ror v x Z orientation, locate plates 1 /8" from outside edge of truss and vertical web. *This symbol indicates the required direction of slots in connector plates. 4 X The first dimension is the width perpendicular to slots. Second dimension is the length parallel to slots. Numbering System J2 J3 J4 TnP ('HnRr)S J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING AT THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 96-67 ICBO 3907, 4922 LATERAL BRACING SBCCI 9667,9432A Indicates location of required continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur WISC/DILHR 960022-W, 970036-N NER 561 e a o f MiTek Engineering Reference Sheet: MII-7473 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on Each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, locate chord splices at 114 panel length (± 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a nor) -structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, Equal to or better than the grade specified. 10. Top chords mutt be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overlogd roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. © 1993 MiTek® Holdings, Inc. N Q Ou O U CLa ON J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING AT THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 96-67 ICBO 3907, 4922 LATERAL BRACING SBCCI 9667,9432A Indicates location of required continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur WISC/DILHR 960022-W, 970036-N NER 561 e a o f MiTek Engineering Reference Sheet: MII-7473 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on Each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, locate chord splices at 114 panel length (± 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a nor) -structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, Equal to or better than the grade specified. 10. Top chords mutt be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overlogd roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. © 1993 MiTek® Holdings, Inc. 12-0-0 _ 6-3-6 z -u -v 8.0.8 5-8-10 Scale 2-0-0 5-8-10 2-0-0 6-3-6 4x5 -- 4 4 Symbols Numbering System i General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3/4' *Center plate on joint unless dimensions indicate otherwise. l . Provide copies of this truss design to the Dimensions are in inches. Apply building designer, erection supervisor, property plates to both sides of truss and owner and all other interested parties. securely seat. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS C2 cs other. t /g c4 J5 3. Place plates on f;ach face of truss at each joint and embed fully. Avoid knots and wane 3 0 at joint locations. 1 O O \\ .� U �y = 4. Unless otherwise noted, locate chord splices at'/, panel length (± 6" from adjacent joint.) O O C8 C7 cb 5. Unless otherwise noted, moisture content of For 4 x 2 orientaf ion, locate BOTTOM CHORDS lumber shall not exceed 19% at time of fabrication. plates 1/8" from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly rioted, this design is not applicable for u:e with fire retardant or preservative treUted lumber. _ *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is anon -structural consideration and is the responsibility of truss fabricator. General connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size qnd location dimensions PLATE SIZE shown indicate rninimum plating requirements. The first dimension is the width 4 x 4 perpendicular to slots. Second 9. Lumber shall be of the species and size, and in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spgcing shown on design. ICBO 3907, 4922 LATERAL BRACING SBCCI 9667, 9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. Indicates location of required continuous lateral bracing. WISC/DILHR 960022-W, 970036-N NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of constmction materials. BEARING �® 14. Do not cut or alter truss member or plate without prior approval of a professional Indicates location of joints at engineer. which bearings (supports) occur. Mai maim 0 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. t �Id 0 !1 Job WELSH Endeavor Homes, Oroville, -2-0-0 2-0-0 I1 I 1 O2 FINK 5965 12-0-0 17-8-10 6-3-6 5-8-10 6-3-6 5-8-10 4x5 = 4 R20483880 . Tue Mar 14 16:38:112006 Page 1 14-0-0 6-3-6 Scale = 1:44.9 8-2-4 1 8-2-4 7-7-9 8-2-4 10,0-1-8 , 7:0-2-8,0-3-4 PLATES GRIP DEFL n (loc) I/deft L/d MT20 220/195 LOADING (psf) SPACING 2-0-0 CS TC 0.50 Vert(LL) 0.10 6-7 >999 360 TCLL 37.0 Plates Increase 1.15 BC 0.52 Vert(TL) -0.21 6-7 >999 180 (Roof Snow=37.0) Lumber Increase 1.15 WB 0.38 Horz(TL) 0.05 6 n/a n/a Weight: 100 Ib TCDL 10.0 Rep Stress Incr YES (Matrix) BCLL 0.0 Code UBC97/ANSI95 BCDL 10.0 BRACING Sheathed or 3-11-5 oc purlins. LUMBER OP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. T BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=1561/0-5-8,6=1332/0-5-8 Max Horz2=72(load case 6) Max Uplift2=-9(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/100, 2-3=-2303/0, 3-4=-1999/0, 4-5=-2037/0, 5-6=-2343/0 BOT CHORD 38=0603/63 4-8=0/793, WEBS - 4-7=0/860, 5-7=-637/71 NOTES lesigned for the wind 1) This and 6ru psf bottom chord dead load, 00 mi from hurads ricane ocean) ane, on an occupancy categoryd1,lcondition using ncclosed building, psf top rd dead load dimensions 45tft y 24 fure B ACE 7-93 per t withnot exposposed to winds The lumber DOL 97/ANSe s if 33, and end verticals the poste grtil increase ist1.33hey are exposed to wind. If porches exist, Y 2) Unbalanced snow loads have been considered for this design. 3) Tis truss has been 4) Ah hplate rating reduction of 20% has been applied or the grigned for a 10.0 Psf boom chord eve load en t with any other live loads. een lumber members. LOAD CASE(S) Standard Symbols Numbering SystemGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3 " *Center plate on joint unless �q dimensions indicate otherwise. I . Provide copies of this truss design to the Dimensions are in inches. Apply building (property plates to both sides of truss and owner and all other interested parties. securely seat. J2 J3 J4 2. Cut members to pear tightly against each t� " TOP CHORDS C2 C3 other. t�8'__ 8 3. Place plates on C-ach face of truss at each J5 joint and embed fully. Avoid knots and wane 3 a at joint locations. O 5 s 3 U�h = 4. Unless otherwise rioted, locate chord splices CLU at Y, panel length (± 6" from adjacent joint.) O O ~ C8 C' C6 BOTTOM CHORDS J. Unless otherwise noted, moisture content of * For 4 x 2 orientation, locate lumber shall not exceed 19% at time of fabrication. plates 1 /8" from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly rioted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots, in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is anon-structural consideration and is the responsibility of truss fabricator. General connector plates.AROUND THE TRUSS STARTING AT THE LOWEST JOINT FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate rninimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and in all respects, equal to or better than the x perpendicular to slots. Second dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. t0 SIOfS. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. 1CBO 3907, 4922 LATERAL BRACING SBCCI 9667, 9432A 11. Bottom chords rc-quire lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required continuous lateral bracing. WISC/DILHR 960022-W, 970036-N 561 unless otherwise noted. 12. Anchorage and / or load transferring NER connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING �® 14. Do not cut or alter truss member or plate without approval of a Indicates location of joints at prior professional which bearings (supports) occur. engineer. Y-9�HE- HK p\/Q"ppd 15. Care should be Exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. 11 ...... ..... . N14f s* I.T c4i Ile Q �;413 I PLANNING DIVISION - BUILDING PLAN APPR& L, Use:ji� ILL Date: Parking:_ Landscaping: Other Signature: NXTMM�l Fire Protection Planning officor Cr" Futte County Fire This Prod z?f, v it, )roved with complia, ice l conditijils On attached sheet tore Date BUTTE COUNTY BUILDING DIVISION APPROVED * 0624-li-10025- .... 22 v^wp'aayep�. .. i t� ; } s x ` a t ; ` 'AllSrai s� L I y I it l AG W� !IV U j SFJ "Ilk Y'4 A