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Engineer's Report 09.23.2020
CIVIL ENGINEERING September 23, 2020 LAND SURVEYING Mr. Andy Schwaller Via E-mail: Andy Schwaller aschwaller@garfield-county.com Re: Leonard Property Cabin, Parcel 212525300077 and Parcel TBD, Garfield County, CO Dear Andy: High Country Engineering has reviewed the construction documents and the two structures with the plan review lists below and have commented on the items meeting the construction standards of the 2015 I RC. Comments are below, for the items that we were able to confirm. Sincerely, HIGH COUNTRY ENGINEERING, INC. Roger Neal, PE RESIDENTIAL PLAN REVIEW LIST IMPORTANT NOTICE: 2015 IRC, APPLY THIS LIST IS AN INTEGRAL PART OF YOUR APPROVED PLANS. LIST ARE MINIMUM CODE REQUIREMENTS AND MUST BE CONSTRUCTION IS TO RECEIVE INSPECTION APPROVALS. THE ITEMS. WHICH, DURING THE COURSE OF OUR RAN REVIEW OF TO BE INCORRECT, UNCLEAR OR NOT SHOWN ON YOUR PLANS. 1 ALL ITEMS CONTAINED ON THIS COMPLIED WITH IF YOUR RED LINED ITEMS ARE THOSE YOUR PROJECT, WQ2E FOUND SOME ITEMS ARE RED LINED EVEN IF THEY ARE SHOWN CORRECTLY ON THE PLANS SIMPLY TO REMIND YOU OF AN IMPORTANT CODE REQUIREMENT. SPECIAL NOTE SHOULD BE TAKEN OF THE RED LINED UEMS SO THAT CORRECTIONS CAN BE MADE DURING THE COURSE OF CONSTRUCTION. EVERY EFFORT HAS BEEN MADE TO NOTE ALL NECESSARY CORRECTIONS DURING OUR FLAN REVIEW PROCESS. HOWEVER, ULTIMATELY IT IS THE RESPONSIBILITY OF THE BUILDER TO PERFORM THE CONSTRUCTION ACCORDING TO MINIMUM CODE REQUIREMENTS, REGARDLESS OF WHETHER OR NOT THE ITEMS ARE RED LINED ON THIS LIST. IF YOU SHOULD HAVE ANY QUESTIONS WHATSOEVER, PLEASE CONTACT THE BUILDING DEPARTMENT AT945-8212 BEFORE PROCEEDING. THIS SET OF APPROVED PLANS (STAMPED "APPROVED", DATED & INITIALED) MUST BE AVAILABLE TO THE BUILDING INSPECTOR ON THE SITE AT ALL TIMES. PLANS ARE TO BE PROTECTED FROM OAMAGE AND KEPT IN GOOD AND READABLE CONDITION. FAILURE TO DO SO WILL RESULT IN: 1. NO INSPECTION BEING PERFORMED 2. NO INSPECTION APPROVAL 3. NO APPROVAL TO PROCEED WM I TI IE CONSTRUCTION 4. PAYMENT OF A $50.00 REINSPECTION FEE AT THE BUILDING DEPARTMENT BEFORE THE INSPECTION IS RESCHEDULED 5. REPLACEMENT OF APPROVED PLANS AT OWNERS EXPENSE SPECIAL NOTE LICENSING REQUIREMENTS FOR PLUMBING AND ELECTRICAL WORK Per Colorado law (CRS 12-58-101 et seq Y 12-23-101 et seq, respectively), persons performing plumbing or electrical work for hire must be licensed by the State Plumbing or Electrical board, respectively, and must be working under the supervision of persons licensed by the state to operate a plumbing or electrical business. For plumbing work, this means that the individual must not only be licensed by the state as a plumber, but must also either hold a Master Plumber's license or be working under the direct supervision of a Master Plumber. For electrical work, the person doing the work must not only be licensed, but must also either hold a Master Electrician's license and an Electrical Contractor's license or be working under the direct supervision of an individual licensed as such. The only applicable exception to these laws is that individuals may perform electrical or plumbing work within their own home (see CRS 12-58-113(2) and 12-23-111(2), respectively, for details). APPROVAL OF PLANS AND SPECIFICATIONS DOES NOT PERMIT THE VIOLATION OF ANY PART OF THE GARFIELD COUNTY BUILDING OR ZONING CODE OR ANY OTHER ORDINANCE OR LAW. SEE THE 2009 IECC FOR ENERGY CONSERVATION REQUIREMENTS. ALL INSPECTIONS MUST BE COMPLETED, INCLUDING A FINAL ELECTRICAL INSPECTION AND A FINAL BUILDING INSPECTION BEFORE A CERTIFICATE OF OCCUPANCY WILL BE ISSUED AND THEN AND ONLY THEN CAN THE BUILDING BE OCCUPIED. 2 1. Foundations supporting wood shall extend at least 6" above the adjacent finished grade (R403.1.4.1, R317.1, and County Minimums). A. All concrete to be 3,000 PSI at 28 day. Purchased from Casey Concrete — No reason to think that less than 4000 psi concrete was used and no visible integrity issues. B. Rebar Footings- 2 #4 continuous. Dowels #4 4 ft. with 8 inch hook 36 inch O.C. Minimum footer size is 16in x 8in. Verify size with soils report and loading. Structural Drawings indicate 16" footer and 8" typ. wall. Pads are noted with rebar and slabs are noted with welded wire. Although stemwalls are not noted to have rebar, discussions with contractor indicate standard practices and recollection of rebar in stemwalls. ▪ N' STEM 00 J PO FT5 TYF L. rrR WW Pu. TYP.,UHA 'Ax 95' TYP„ U.N,0. 30'00".10" THK/ COW PAD W/ 3-05 EA WAY, TYP. 2 PLACES • • Y 98•-10 A•GGIv; {k+$ 4.. 4'X 8. n�4xm+nrir °WA cap .a'v OC. w rr ,syn g 9 +18,7 CI AH 16"x18"x10' THK/ CONC PM W1 12' DIA SONO T OE PEDESTAL 1! 1/Y - 'Y, s fG �s •.a k i C A4 10 1' C. Foundation Walls Rebar- 2 #4 top and bottom. #4 18 inch O.C. vertical and horizontal for up to an 8 foot height wall. Over 8ft. wall requires engineering. D. Minimum slab thickness is 4 inches. Slab is noted to be 4". 2. All lumber in contact with concrete or masonry and within 8" of exposed ground shall be treated wood or redwood. (R317). GC indicates that sill plates were treated wood which was found to be the case in the cabin crawlspace. 3. Footing and foundation systems shall extend a minimum of 36 inches below finished grade to the bottom of footing, up to and including 8,000 feet of elevation and 42 inches of cover for elevations over 8,000 ft. Stemwall noted as typical. -Typical construction would be 36". No reason to expect this would be substandard. No apparent structural issues. 4. Wood joists closer than 18" or wood girders closer than 12" to exposed ground within a crawl space are to be treated lumber or wood of natural resistance to decay. Wood used 3 Tv in the construction of structures and located nearer than 8" to earth shall be of treated wood or wood of natural resistance to decay (R317). N/A. 5. Wood girders, that are not treated or not of a species naturally resistant to decay, entering concrete or masonry walls must maintain a 1/2" air space (R317). N/A. 6. Under floor Spaces shall be conditioned or vented as per Sec R408. Vents are visible for crawls ace. flr� 7. Accessible underfloor areas shall be provided with a minimum 24" x 24" unobstructed access opening. (R408.4). Where equipment is located in an underfloor area, the access opening shall be of a height and width sufficient to allow the removal of the largest pi ec e of equipment, but not less than 30" x 22" (M 1305). 8. Provisions shall be made for the control and drainage of surface water around buildings. All foundation walls will be graded away 6in. in the first 10ft. from buildings (R401.3). Acceptable with hardscape exceptions. 9. Installation of a perimeter drain system is mandatory in all cases where slabs will be located below finished grade (R405). Damp proofing or waterproofing of foundations retaining earth and enclosing habitable or useable spaces below grade is required. (R406). 10. Positive connection required top & bottom of post & beams and girders to protect against uplift and lateral displacement. (R407.3, R502.9) GC Indicated Simpson or TECO metal clips were utilized for all top and bottom connection points. 11. Bond beams are required in block foundation walls (R404). N/A. 12. Foundation plates or sills shall be bolted to the foundation wall with not less than 1/2 -inch diameter steel bolts embedded at least 7 inches into the concrete or masonry and spaced not more than 6 feet apart. There shall be a minimum of 2 bolts for each piece with one bolt located within 12 inches of each end of each piece (R403.1.6) GC indicated that sill plates were all bolted. 13. Garfield County will not inspect the drilling, reinforcement and placement of caissons. A qualified engineer must perform these inspections. Findings must be detailed in a typed, sealed repoit to the Building Department. N/A. 14. Garage and carport floor surface shall be of approved noncombustible materials or asphalt paving material (R309). Concrete floor in good condition. 4 15. All lumber, plywood, fiberboard and structural glued laminated timber must be identified by a grade mark or certificate of inspection issued by an approved agency (R502.1, R602.1, and R802.1) Not verified, but all lumber purchased at local lumberyard during construction period. Appeared to be standard construction and would be expected. 16. All trusses and/or rafters are to be tied to exterior walls with approved hurricane anchors (R802.11.1). Exterior wall sheathing shall be applied in such a manner as to tie top plates to exterior wall studs and exterior wall studs to the floor system in order to resist wind uplift. Solid blocking is required at bearing points [R802.8]. GC indicates that Teco clips were used for rafter or truss connections. Clips visible in shed nearADU. 17. Check elevations above sea level to determine roof snow loads. Roof design must be engineered. All trusses must be sealed by manufacturer. Load duration is 1.0. Snow load of 40 psf verified with available stamped truss plans attached. 18. Manufactured truss components must be inspected and approved by a recognized quality control agency as specified in the (R802.10.2) or provide engineer's stamp on drawings. Prior to rough framing inspection a truss engineering report detailing the bearing points, bracing requirements, load design and spacing must be available at the job site and attached to the APPROVED PLANS (R802.10.1). See attached stamped truss plans. 19. Ridge beam, board shall not be less in depth than the end cut of the rafters, and shall be at least 1" nominal thickness. Valleys and hips shall not be less than 2" nominal thickness and not less in depth than the cut end of the rafter (R802.3). Ridge beam width approx. 5.5" based on photo and 1x6 lumber wrapping beam. Glu-lam/LVL could not be verified but GC indicated use of Approx. 14" depth based on exposure and verified thickness of ceiling insulation. 20. Provide roof and attic ventilation per Sec R806. Ventilation provided by soffit vents and metal ridge cap vent. 21. Provide a minimum 22"x 30" attic access opening with 30" clear headroom in attic areas that exceed 30sq.ft of area as required by R807. Provided in garage for unusable attic 5 22. All roofing to be installed per Sec. R905. Metal roofing installation appeared adequate and no leaks were apparent. 23. Foam plastics shall be protected from ignition on the interiorofa building by a minimum 1/2 in. gypsum board or by an equivalent approved material as outlined in Sec R316.4 Gypsum board present throughout and no plastics observed. 24. Balconies, landings, exterior stairs and similar surfaces exposed to the weather and sealed undemeath shall be waterproofed. N/A. 25. Insulation shall be installed to conform to the 2009 IECC minimum value of R20 exterior walls, R38 roofs, and R30 floors over unheated areas. Crawl spaces and basements must be insulated. Common walls between house and garage are considered exterior walls. See Table 402.1.1 2009 IECC for other requirements. Exterior walls verified to be 6". Ceilings verified to be a minimum of 12" thick. Walls and ceiling were found to have insulation via drill or exposure. 26. Natural light at habitable rooms to be equal to 8% of the floor area with natural ventilation equal to 4% (R303). Up Bedroom — 59x46.5=19.1/144.2=13.2% Up room — open to downstairs - main room has well above minimums. Down Bedroom 71x45=22.1/203=10.9% Ventilation would be adequate 27. If and/or when the basement is finished, Garfield County will enforce the natural light and ventilation requirement. This must be a consideration in basement design. N/A. 28. EVERY SLEEPING ROOM MUST HAVE ONE EXTERIOR DOOR OR ESCAPE WINDOW WITH A MINIMUM 5.7 SQ. FT. NET CLEAR OPENING. THE MINIMUM HEIGHT OF THIS CLEAR OPENING MUST BE AT LEAST 24" WITH THE MINIMUM WIDTH AT LEAST 20". SILL HEIGHT CANNOT BE GREATER THAN 44" ABOVE FINISHED FLOOR. NOTE THAT BOTH MINIMUMS CANNOT BE USED TO ACHIEVE THE 5.7 SQ. FT. NET CLEAR OPENING REQUIRED (R310). Bedroom windows were found to be a minimum 5.7 sf and meeting height from floor. 29. BASEMENTS SHALL BE PROVIDED WITH AT LEAST ONE ESCAPE OR RESCUE WINDOW (R310). N/A. 30. Habitable space shall have a ceiling height of not less than 7ft.. See exceptions in Sec. R305. No height issue was found 31. SMOKE DETECTORS must be installed as per R314 in each sleeping room and at a point centrally located in the corridor or area giving access to each separate sleeping area. When the dwelling has more than one story and in dwellings with basements, a detector shall be installed on each story and in the basement. In dwelling units where a story or basement is split into two or more levels, the smoke detector shall be installed on the upper level, except that when a door separated the two levels, a detector shall be installed on each level. Detectors shall be audible in all sleeping areas of the dwelling unit. Smoke detectors shall be powered from House electric power with battery backup and shall comply with NFPA 72. Smoke detectors were found or added at the required locations. 32. CARBON MONOXIDE (CO) ALARMS are required in all new construction, remodels and additions that require a building permit as per State House Bill 09-1091, within 15 ft. of all sleeping rooms in both single family and multifamily dwellings which have EITHER fuel 6 fired appliances or an attached garage. (R315). Smoke detectors were found or added at the required locations. 33. When one or more sleeping rooms are added or created in an existing dwellings or when a permit is required for an interior alteration or addition, the entire structure shall be provided with smoke detectors AND carbon monoxide detectors as required for a new structure. The smoke detectors may be solely battery operated when installed in existing buildings. (R314 and R315). Acknowledged. 34. Double keyed dead bolts are not permitted on exit doors from dwelling and guest rooms. Night latches, dead bolts and security chains may be used provided such devices are operable from the inside without the use of a key, tool or special knowledge (R310.1.1). N/A 35. Stair handrail/guardrail to be placed 34" minimum to 38" maximum above the nosing of the treads (R311.7) Handrails are to be gripable and cross sectional dimensions to be 1 114" to 2". See section for other grip size criteria (R311.7.8). Handrail to be added meeting criteria. 36. STAIRWAY MINIMUM HEADROOM REQUIREMENT IS 6'-8" (R311.7.2). Stairways were found to be within requirements. 37. For private residential stairs, maximum riser height is 7 3/4", minimum tread width is 10", and minimum stair width is 36". For winding stairways the 10" tread must be provided at a point not more than 12" from the side where the treads are narrower, but in no case shall any width or run be less than 6" at any point. The greatest rise or run shall not vary more than 318" from the smallest rise or run within any flight of stairs (R311.7.5). Stairs were found to be within requirements. 38. Guardrails for balconies and landings that are more than 30" above grade or floor below shall be a minimum height of 36" for single-family dwellings and the interior of individual units of multi -family buildings and 42" in all other occupancies. Note that clearance between intermediate pickets must be such that a 4" diameter sphere cannot pass through (R312). N/A 39. Stairways having 4 or more continuous risers serving one individual dwelling unit need to have handrails (R311.7.8). 40. A. There shall be a floor or landing at the top or bottom of each stairway. See exception for interior stairs (R311.7.6). In place. B. Landings or floors are required at doors. See exceptions (R311.3) In place. 41. For enclosed usable space under stairs, provide 1/2" gypsum board to underside of wall and soffit (R302.7). Fire stop stairs at stringers (R302.11). In place. 42. Glazing in doors or within 24" adjacent to doors, adjacent to stairways, and including windows and glazing in enclosures for showers, saunas, whirlpools, steam rooms and tubs located less than 60" above the floor or drain inlet, and shower doors must be impact resistant safety glazing or tempered glass. See Sec. R308 for other glazing requirements. Exterior doors found to be compliant. 43. Skylights shall comply with Sec R308.6 for glass and plastic skylights. Glazed skylights shall have screens installed below them. N/A 44. The water closet centerline shall not be less than 15in. from the adjacent wall or partitions or not Tess than 15in. from the centerline ofa bidet or water closet to the rim of a tub or 7 shower and shall have a clear space in tront of the water closet of not less than 21" (P2/05, figure 30/.1) Verified. 45. Garages shall be separated from the dwelling and the attic above the dwelling with 1 /2in sheetrock on the garage side walls. 5/8in type Xsheetrock is required on the ceilings of garages beneath habitable rooms (Table R302.6). A tight fitting solid wood door 1-3/8" in thickness or a labeled door with a fire -protection rating of at least 20 minutes is required for openings. (R302.5.1). Verified on walls in garage and barn. 46. A. No openings are permitted between a garage and rooms used for sleeping (R302.5.1). Nore found B. Ducts in a garage shall be constructed of minimum 26 gage sheet metal (R302.5.2). ee Letter fr-om HVAC. C. Penetrations in separation between garage and dwelling shall be protected as required by Sec. R302.11. Item #4 (R302.5.3). None Found 47. Do not penetrate separations between garage and dwelling. Gypsum board must be continuous. (Footnote to Table R302.6 found in Resolution 2016-26). None Found 48. A garage shall be separated from a dwelling as required by Table R302.6. Identified on suitable gypsum board on walls. Attic nut verified. TABLE R 302.6 Owelliug/Garage Separation SepaCatiuLl _ St{ULi me it illppi l'iitlf.Hlr•-ceilink Ayiemblittj. 'hod_ for stipulation required by this .section C.arafles Iocutod less than a feet 1914 i,aj.t?: _,tT..klt d, cjW111110. ACLia. :°ILL No los,: 1>,.7,irl or rc llt ai �e J.'al .e e�.e:�>.'u ?=r e�in• �.'.e[.l.=€� tilfir. N(it 1.11MIX t,Z.:1.7=situ! t7aru'�l_ttr_out_us_,ale'ist Nut less that' 44/•jtic.h av_uuttnl board i.-i!'_a�t�lll 1,r[lc ill Not loss than '.1 -inch avpsurtt hoard ti3.ayi.Gti :1112:?._ rf 'Nle ti7T �: t At .ire wllhin l uL SL L lints Y i. i ume_ J luut jil•j iL}y� NOTE: See page 1 and Colorado Revised Statutes (12-23-101 et. seq.) or contact the State Electrical Board at (303) 894-2300 for state licensing requirements for persons performing electrical work. 49. In dwelling units, at least one wall switch -controlled light fixture or outlet shall be installed in every habitable room; in bathrooms, hallways, stairways and attached garages, and at outdoor entrances (NEC). Owner/GC installed electrical and will work through details with electrical inspector. 50. Provide ground -fault protection (GFCI) for all 120 volt, single phase 15 and 20 amp receptacles installed in bathrooms, garages, within 6 feet horizontally of the kitchen sink, and outdoors where the outlets are less than 6 feet 6 inches above grade !owl and readily accessible, and at least one GFCI receptacle installed in unfinished portions of basements (NEC). Owner/GC installed electrical and will work through details with electrical inspector. 8 51. No usable wall space shall be more than 6 feet from an outlet, and an outlet is required at all counters 12 inches wide or more, and on any usable wall over 2 feet. (NEC). Owner/GC installed electrical and will work through details with electrical inspector. 52. At least one lighting outlet and convenience receptacle shall be installed in an attic or crawl space where these spaces contain equipment requiring servicing, or are used for storage (NEC, M1305.1.4.3). Attic unusable. 53. Incandescent light fixtures installed in clothes closets must be located at least 12 inches horizontally from the edge of shelves. A flush RECESSED fixture with a solid lens or fluorescent fixture may be installed with a 6" horizontal clearance to the edge of shelves. PENDANT FIXTURES MAY NOT BE INSTALLED IN CLOTHES CLOSETS (NEC). Lights in closet are meeting clearances. 54. All light fixtures installed in wet or damp locations shall be installed so that water cannot enter or accumulate in wire ways, lamp holders, or other electrical parts. All fixtures installed in these locations shall be marked "SUITABLE FOR WET LOCATIONS." (NEC). 55. Clothes dryers shall be exhausted in accordance with the manufacturer's instructions and Section M 1502. 56. Swimming pools, fountains, hot tubs, spas and hydro -massage "Jacuzzi" tubs and similar installations shall comply with all provisions of NEC Article 680, which has severe restrictions on the type and location of switches, outlets and lights. N/A NOTE: See page 1 and the Colorado Revised Statutes (12-58-101 et. seq.) or contact the State Plumbing Board at (303) 894-2300 for licensing requirements for persons performing plumbing work. 57. Bathrooms, water closets compartments and similar rooms shall be provided with aggregate glazing area in windows of not less than 3 sq.ft. one halfofwhich is operable. If no exterior operable window exists in the bathroom, artificial light and an exhaust fan connected directly to the exterior and capable of 50 cfm intermittent or 20cfm continuous ventilation per room must be provided. (R303.3). Window provided in Bathroom 58. All habitable rooms shall be provided with heating facilities capable of maintaining a room temperature of 68 -degrees F. at 3 ft. above the floor and 2 ft. from the exterior wall. The installation of one or more portable heaters shall not be used to achieve compliance with this section (R303.9). Radiant Floor Heating is provided in the cabin building. Wood stove also can supplement heating. 59. Provide minimum clearances between gas vent and combustible material as per their listing and label and manufacturer's installation instructions and this code (IRC Chap. 18). Venting of all gas appliances as per listing, manufacturer's recommendations and Sec G2427 [5031. Boilers only. See HVAC letter. Gas Heaters to be removed. 60. LIQUIFIED PETROLEUM GAS (PROPANE) SHALL NOT SERVE ANY WATER HEATER OR FURNACE LOCATED IN A PIT, CRAWL SPACE OR BASEMENT WHERE HEAVIER THAN AIR GAS MIGHT COLLECT TO FORM A FLAMMABLE MIXTURE UNLESS SUCH LOCATION IS PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. GARFIELD COUNTY POLICY CONCERNING LPG INSTALLATIONS ARE SHOWN ON PAGE 8 OF THIS DOCUMENT, INFORMATION YOU MY NEED TO KNOW ABOUT BASEMENTS, ITEM #4. N/A 9 61. No gas water heater or furnace shall be installed in any room used or designed to be used for sleeping purposes, bathrooms, clothes dosets or other confined space opening into any bedroom or bathroom. Exception: sealed combustion chamber type wales heaters, direct wnt furnaces, or enclosed furnaces (G2406 [303], M2005.2). Acknowledged. 62. Solid fuel, oil, and gas-fired appliances require adequate combustion air (IRC Chap. 17). See HVAC Letter. 63. Appliances shall be accessible for inspection, repair and replacement without removing permanent construction. 30in. of working space is required in front of the control side to service an appliance (M1305). Acknowledged. 64. GAS APPLIANCES LOCATED IN A GARAGE OR AREAS THAT COMMUNICATE DIRECTLY WITH THE GARAGE SHALL HAVE ALL SOURCES OF IGNITION ELEVATED NOT LESS THAN 181N. ABOVE THE FLOOR OF THE GARAGE (M1307.3). Verified Installation. 65. Clearances to combustible construction for heat producing equipment must be maintained. (M1306). See HVAC letter. 66. Install EPA approved zero clearance/factory built fireplaces to manufacturers specifications. 67. Wood buming stoves must be installed in accordance with manufacturer's specifications. ALL NEW STOVES MUST HAVE A LABEL FROM AN APPROVED TESTING AGENCY AND A LABEL SPECIFYING THAT IT MEET THE STATE OF COLORADO AIR QUALITY STANDARDS (CRS 25-7-402) IN SOME SUBDIVISIONS. Clearances venned. 68. Hearth must extend 16" in front of and 8" beyond the sides of the firebox opening. For fireboxes 6 sq. ft. or larger the minimum dimensions are 20" in front and 12" beyond the sides (R1001.10). Hearth clearances verified. 69. Chimneys must extend a minimum of 2' above any part of the building within 10' of the chimney (R1003.9). Chimney pipe is to be modified to meet requirements. 70. Fireplaces and chimneys shall comply with IRC Chap. 10. Where required, every chimney shall be equipped with a spark arrestor consisting of 19 -gauge welded or woven wire mesh with openings not exceeding 1/2 inch (R1003.9.2) See HVAC letter. 71. All gas appliances (including fireplaces) shall be provided with a shutoff valve in accordance with Sec. G2420.5 (409.5). Provided. 72. Buildings shall have approved address numbers posted as described in Sec.R319. Provided by county and will be added. 73. Atmospheric vacuum breakers are required on all hose bibb connections and faucets with hose attachments. (P2902.3.2). These vacuum breakers were verified. 74. Flushometer tank -type water closets shall have a flush with not more than 1.6 gallons of water; showerheads shall have a flow capacity of not more than 2.5 gpm; and lavatory faucets shall have a flow capacity of not more than 0.8 gpm (Table P2903.1). See HVAC letter. 10 also be provided with natural ventilation by means of operable exterior openings with an area of not less than 4% of such rooms. Approved provisions may be made for mechanical ventilation in lieu of openings. (Refer to IRC Sec. R303). 4. LPG (Liquid Petroleum Gas) Appliances burning LPG shall not be installed in a pit, basement or similar location where heavier-than-air gases may collect unless such location is provided with an approved means for removal of unburned gas. The policy in Garfield County to approve such a means is as follows: a. An untrapped drain with a minimum diameter of 4 inches located in the lowest area where heavier- than-air vapors may collect is to run with a continuous slope to an exterior area, which is not within a depression or recessed below adjacent terrain. b. The area of termination is to be determined by the building inspector as likely to remain free of standing water, ice and other debris that may prevent the flow and dissipation of unburned gas. c. The upper inlet and the termination of the drain are to be provided with protectio n from the entry of debris or animals, which may cause blockage of the drain. This protection is to be approved by the building inspector. 12 75. A. Gas logs installed in solid fuel burning fireplaces and all gas appliances shall be installed per the manufacturers installation instructions, and the testing agency listing and this code (G2431 (601}). B. Note: gas logs or fireplaces cannot be installed in bedrooms. See Sec. G2406 [303] for exceptions. N/A 76. Rough frame inspection is to be made after the roof, all framing, windows and doors, fire blocking and bracing are in place and all pipes, chimneys and vents are complete and after the plumbing, mechanical and electrical rough inspections are approved. (R109.1.4). N/A 77. NO1L''I11L 2005 NE(' Num 100t.1I&Fs A CL) K.L..1L-LN(AST:T) El LC 1t7 HC INS iAI1.1;I_) oN ALL ATIO S: TTHS Ml IST 171, 1N' T Nd 1 i'f) WHIN T1{r ri1l1TINt;' ZRrr rrJriri13 [Tr) 54:-32LA1i_` j 4. iocre tc-En:asLd 1-1ecLla)tk Ai3 ultarede: Loi aced by at 1.ast 2 rlldies. iet clAt i tt, 1Gc:f4`4T a Ill: LtL ai.d ;';s.11 the. lbl}t,lld Ot tOLItOV L:)a§ k ld➢ d114&I 110;11;10, 4.41th the earth,. coiku 11Eli 411 a1 eap4$ 2u lilt of 0J0.'. (41 EE.4,1,' how ;.r: fflEli' I"..41%Artifctj a;? other : iclric,"11ly rslll iacti,o rodicd „;tevi rei 17r(iri',E1L l":11's elr r''(atT� rEtlr ri •,>, lii m o1I : imaa 7r diameter, or i1.i Is€ill ! ,'(I :ll lava., Ali feet o b irw copper co dllcTgir not vori'e rr F;ti1 C 4 AW. 1{ei ilirt.trli bars si 1I1 1K pet refitted to- be thO§L d1 !e) :itlier h', the. ,tufa! Acct Lie wires 1Y, oiler ralc`ch% %9lealia. Owner/GC installed electrical and will work through details with electrical inspector. THESE CORRECTIONS ARE PART OF THE "APPROVED" PLANS AND MUST REMAIN ATTACHED TO THEM. THE CORRECTIONS NOTED ABOVE AND ALL OTHER APPLICABLE CODE REQUIREMENTS MUST BE COMPLIED WITH IN ORDER TO RECEIVE INSPECTION APPROVALS. INSPECTIONS WILL NOT BE MADE UNLESS THE "APPROVED" PLANS, PLAN CHECK LIST AND PERMIT ARE AVAILABLE ON THE JOB SITE. INFORMATION YOU MAY NEED TO KNOW ABOUT BASEMENTS 1. All basements in dwelling units are required to have at least one operable window or door approved for emergency escape or rescue, which opens directly to the outside. All escape or rescue windows shall have a minimum net clear opening area of 5.7 square feet. The net clear opening height dimension shall be 24 inches. The net clear opening width dimension shall be 20 inches. When windows are provided as a means of escape or rescue, they shall have a finished sill height not more than 44 inches above the floor (IRC Sec. R310). 2. Every bedroom or sleeping room in a basement must have a door or window meeting the requirements specified in No. 1 above (R310). 3. All habitable rooms within the basement shall have openings for natural Tight. The opening shall be not Tess than 8% of the floor area of such rooms. These rooms shall 11 Job 6799 Al Trees Type HALF HIP Td1}13FAgC.. Maw Cala. CO 31819 -2+0 2-0-0 1 B 3x10 = 7+12 7.3.12 1.50 I1 z City "-HUNT CARPORT 840046510 Job Reference (optional) 7.250 s Aup 25 2011 MITA Melones, Inc. Tus Jul OC 07101 M 2A 13 Paps 1 ID cEk8jbF1NllajuAPhWa2oSCx72vrp•i046TZW5TvomORvBGOpetal5uybIAGLD41:414xr:7ylrSr 12549 5.1.12 H Scale: 1/2-=1' 5x6 11 D F 1.50 11 7-3-12 1 4x6 = 12.5.8 Plate Ot1set61x,Y): IB:O-2.4,0-1-8) LOADING (psi) TCLL 40,0 (Root Snow=40.0) TCDL 7.0 BCLL 0.0 • ECDL SIO 5.1.12 1 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code IRC2009/TPI2007 CSI TC 0.79 BC 0.52 WB 0.62 (Matrix) DEFL in Vert(LL) -0.22 Vert(TL) -0.31 Horz(TL) 0.04 Wind(LL) 0.10 (loc) B -F B -F E B -F Udell >665 >458 n/a >999 Ud 360 180 r1/a 240 PLATES GRIP MT20 169/123 Weight: 39 Ib FT = 20% LUMBER TOP CHORD 2 X 4 SPF 2100F 1,8E BOT CHORD 2 X 4 SPF 2100F 1.8E WEBS 2X4SPF2100F 1.8E 'Except' W3: 2 X 6 DF 2100F 1.8E, W1: 2 X 4 WW Stud REACTIONS (Ib/size) B=855/0-5-8 (min. 0-1-8), E=604/0-5-8 (min. 0-1-8) Max HorzB=97(LC 6) Max UpliftB=-292(LC 5), E=-174(LC 6) Max GravB=974(LC 2), E=740(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -G- 2630/550, C -G=-2578/557 BOT CHORD 8-F=-621/2556, E -F= 621/2556 WEBS C -E=-2493/595 BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-11-1 oc bracing. MTek recommends That Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=4.2psh BCDL=3Apsi; h=2511: B=4511: L 24B; eave=4ft; Cal. It: Exp C: enclosed: MW FRS (all heights); cantilever left and right exposed ; and vertical lett and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7.05: Pf10.0 pal (flat roof snow); Category It; Exp C; Fully Exp.: C1=1.1 3) Unbalanced snow loads have bean considered for this design. 4) This Iruss has been designed for greater of min roof live load of 20.0 pal or 2.00 limes lfat roof toad of 40.0 pal on overhangs non -concurrent with other live loads. 5) This muss has been destgned for a 10.0 pal bottom chord live load nonooncurrern with any other Ilve loads. 6) ' This trues has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bolHOm chord and any olher members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of wilh3tarldirtg 292 Ib uplift al joint B and 174 Ib uplift at joint E. 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard-ANSI/TP 11. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard July 10,2C MIMING Valli, daipn perumetr.v mod READ NOTES ON rrirs AND INCLUDED MHITEK RRPERENCE PAGE MU -7473 BEFORE USE. Darien void for ua® arty with Welt oomaclors. Ns design Ix Mod only upon prruinelwa shown, and a for cr. irs6vklyae bolding component. Ai, 4lCutIBItt ordeslon poranlwtetsend Proaer v+cwpaotion or component 13 resporglb111y al budding aws:@rwr not truss ,ori 67. shown d n c fax lateral heaped drrAtri wet+mambars only. Ar20410n. lemporory brac6ag tolyl s.st4 stoiy during ra colructlon Is fhe N35153rlf� of elle emote/ Addi3Cnd peirrinnonl txocilp al the overall stuClye Is Ina iolp(4 90dity of the buddksy deli neI. For general 0421a -ice re iardng tot000604 gixiloy coneot slaegw, deevarY. oectica and bracing. cows ANSUTMI Ctuatily Catena, D58-89 wad PG51 sulking Canp:meat Softly Intaima6cn oroloble tom Truss M210 16519490. 79I N. Lee Sheet, Sulfa 312. Atexondriw. VA 22314. 0 5091101m Pule ISP) lumber e1 ent sal. thr 01204A Wiuesare thole effecter. 06/01/7.013 by 6.150 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Truss irms-159e I Uly IPIv 1 HUN1 CAHPORI 8100160 11 8789 A2 I HALF HIP 1 1 II .100 Refer/ma AS, IHC., rim Pratte,te, Co 018o2 - 7.250 t Aug 2 11 µ74r Ydwp1A9, fn0. TIIe Jul 01102111:45 2018 PopN i IO:cEk8IbF1NA2tuAPPW0245C472wp-AaeLlttyXIEL-xdOhllr1fKInl{lI444M1I gKIn!gVgyzrtiq i 1 f -2.0.0 7 12 104-0 124.1. y 2-0-0 1-3-12 2-8-4 2-5-8 3x10 L50 r2 4x6 = 3x6 = 1 C I Scala = 1.24 8 4x8 = E 1040 12.546 Plate Offsets (X,Y). IB:¢5.4.O.O-21 10+0 Pia LOADING (pal) TCLL 40.0 (Roof Snow=40.0) TCDL 7.0 BCLL 0.0 • BCOL 5.0 SPACING 2-0-0 Plates lncrease 1,00 Lumber lncrease 1-00 Rep Stress Incr YES Code IRC2009/TP12007 CSI TC 0.77 BC 0.52 WB 0.91 (Matrix) DEFL in (loc) 1/deft 1/11 Vert(LL) -0.19 B -G >773 360 Vert(TL) -0.36 B -G >404 180 Horz(TL) 0.04 F n/a n/a Wind(LL) 0,08 B -G >999 240 PLATES GRIP MT20 169/123 Weight: 39 Ib FT = 20% LUMBER TOP CHORD 2 X 4 SPF 2100F 1.8E BOT CHORD 2 X 4 SPF 2100F 1.8E WEBS 2 X 4 WW Stud *Except" W4: 2 X 6 DF 2100F 1.8E REACTIONS (Ib/size) F=604/0-5-8 (min. 0-1-8), B=855/0-5-8 (min. 0-1-8) Max Horz B=73(LC 6) Max UpliftF= 171(LC 6), B= 293(LC 5) Max GravF=614(LC 15), B=1113(LC 15) BRACING TOP CHORD Structural wood sheathing d rectly applied or 2-9-12 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): D -E. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): E FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-2727/638, C -H=-1157/218, D -H=-1127/220, D -I=-1118/224, E-1=-1120/224, E -F--606/149 BOT CHORD B -G=-677/2046 WEBS C -G=-1595/459, E -G=-225/1175 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer .lnstallafion Quids NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=4.2psf: BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MW FRS (all heights); cantilever left and right exposed ; end vertical lett and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCI I : ASCE 7-05; Pf=40,0 psf (Ilat roof snow); Category Il; Exp C: Fully Exp., C1=1.1, Lu=50-0-0 3) Unbalanced snow leads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20,0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water pending. 6) This truss has been designed tor a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 171 Ib uplift at joint F and 293 Ib uplift at joint B. 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/I-PI 1. 10) "Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysts and design of thls truss. 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard July 10,2C 41110, WARNING Vcrify d©iglr parameters and READ NOTES ON THIS AND INCLUDED MI78R REFERENCE PAGE AM 747.3 BEFORE U3E- Design Mk: for use only with MTek cururaulors This cli dyrr is Lased only upull paromelers shown and Is for an individual building component. Apglleati0ly of d5sgtpxoroelms and FroVOr mpprprxntkn of ocwsp +Bal nrespora6itty of bti fig assigner - not truss designer &0cing shown n In rnhvN *error! of Eulvkl.es wwh members rNy. Amiliresol 1prnpornry drncrrg to mere OM -lay Nrrg aprr11n1Chon is It* resp)rnit aly Or the eiatlor. Addllkxv 1 pxrn[xmrlt tracing eT 1110 overall Ntructr/S h 108 responi110 Ply of the datdingdeligrse,. For general psidonce regarding roteicC1l n quality coshd. sludge. ClatMsy, elector] and bracing. coraLe ANSIIWII Crudity CsHada, D0-29 and SCSI SuMdeg Cs apanonl Salah IrWrmplfon csvaloble item Truss Nom Inslllato. 781 N We Shoe!. Srdle 312 Atnkordria VA 72314 It Iona hero Pins (SPI I umb#r is yr01.111aQ, she Lenity. iHuas 11e MPS* alt.Es198 06/01/1.813 by ALSC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Pros Truss Type IJjI 6799 A3 HALF HIP � � TRUSFR& 1NC.. rsbM Cailfe. co 81867 •2.0.0 2.0.0 84'4 6-0-0 1.50 FIT HUNT CARPORT 840018512 1 1 }Job Ref9rance (0alion31J 7.P50 • AAvvyg 25 2051 144T.k Induetrka, ha Tu Jul m09:01746 Pals Pia* 1 ID:cEksibr t NeztuAPPW a2oSCYnwp-AaeUhv%)ECxdobUOg7Ktial.UtiMy2ve9uUgLeVgyaBq 6-0.0 12.5.8 2-0.0 4.5.4 5x6 = Scale = 1:24,8 3x6 = 8.0-0 12.56 Plate Offsets (.XXX: IB:02.4.0.1-st, )D:0-3.0.0.1.8). )E:Edge,0-1-51 LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 7.0 BCLL 0.0 BCDL 5.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incl YES Code IRC2009/TPI2007 CSI TC 0.60 BC 0.48 WB 0.90 (Matrix) DEFL in (loc) I/dell Ud Vert(LL) -0.18 B -G >787 360 Vert(TL) -0.29 B -G >490 180 Horz(TL) 0.04 F n/a n/a Wind(LL) 0.10 B -G >999 240 PLATES GRIP MT20 169/123 Weight: 39 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.6E TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins, except BOT CHORD 2 X 4 SPF 2100F 1.6E end verticals, and 2-0-0 oc purlins (6-0-0 max.): D -E.• WEBS 2 X 4 WW Stud 'Except' BOT CHORD Rigid ceiling directly applied or 9-2-7 oc bracing. W4: 2 X 6 DF 2100F 1.8E JOINTS 1 Brace at Jt(s): E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) F=604/0-5-8 (min. 0-1-8), B=855/0-5-8 (min. 0-1-8) Max HorzB=58(LC 4) Max UpliftF= 170(LC 4), B- 293(LC 3) Max GrayF=604(LC 1),8=1066(LC 13) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C= 2680/699, C -D= 1805!470, E -F=-300/82 BOT CHORD B -G=-727/2605, F -G=-402/1761 WEBS D -G=-25/301, D -F= 1569/409, C -G=-886/254 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=8.2pef: BCDL=3.0pef: h=2511; B 5fY: L=2411: eave 4h: Cat. II; Exp C; enclosed; MW FRS (all heights); .cantilever left and right exposed ; end vertical left and right exposed; Lumbar DOL, -1,39 plate grip DOL=1.33 2) TCLL: ASCE 7.05; P1=40.0 psi (flat mot snow); Category 11; Exp C; Fully Exp,: Ct51.1. Lu= -50.0-0 3) Unbalanced snow toads have bean considered far this design. 4) This truss has been designed Ior greater of min rool live load 01 20.0 psf or 2.00 limes flat roof Toad of 40.0 pal on overhangs non -concurrent with other live loads. 5) (Provide adequale drainage to prevent water ponding. 6) This Iruss has been designed for a 10.0 pat boltom chord live load ndnconcurrenl with any other live loads. 7) a This truss has been designed for a live Toad of 20.0pst on the boltom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 €b uplift at Joint F and 293 lb uplift at joint B. 9) This truss Is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreeks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Design assumes 4,2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard July 10,2C A vzimmNG 1+r JIJ design purmxclers and k ' I7 NOTES 01.177116 AND INCLUDED bIITEIC REFERENCE PAGE 9121-7473 BEFORE USE. Design v01id kr use al1h 1Itek co -no -don. this deugn is bared aril upon Ii[Xan>dtess share-. and 4 rrr Cr.irur �u01 txddIrxJ c09J100l eft PpP8cab0ly al design pdramelers arid proper rporporattm d crxnpmer.f Ir=e Iy 01 a.6 n9 derdsrsr not Ira ;110$,Oner aroma. u,own 4 Jur latera sumo.* of Iryglvldrxi web members only. Acidllanal bamporary br tolraixe>AaCAlN cluing cor411UCIau, a the reaper, irihifily 41 it* Brooks. Rdditronai peenonent brockp al the overall dnrcture Is the responsbdlly of 12x9 twil0n@delipner. For g,'r'ee,1 o w<iance Iegadh9 f.6aicaf!rk p xVily contra sltxago. 1101 119. erecriCn Ord bee J, carat! ANSIITPI1 Quality Grlierle, 06&86 and SCSI 9ultding Cvmpenanl safety hdormafan 0vaddete Prom Truss P ole 1 11Me. 781 n. Lee street. SOH 312. Alexandria. VA 22.314. *Seethe.. pine (SP) I.tmhel ,r soil died. the 0ie4 8..lunv Ire thine elle( eme6/01/1013 by ALSC MiTek 7777 Greenback Lane, Suite 109 Citrus Heights. CA, 95610 !Jab 6799 Truss A4 TRUSFAB. INC . N.w Ca&i& Ca 51947 .2p,0 i 2-0-0 TnJes Typo - HALF HIP MASTER B 4x'12 = 150 1Y Tlfy Ply I HLINTCA19,0frT 2' Job fieference_ iwi'4 7.2%12 Aug 2S 2091 h6Tek Indunr44e. Inc The Jul 09 69A1:48 2013 pogo 1 IU:ctk5lbl-1N0zuAF'bWs e5Czrdwp•erx.tuFXµ-f1N3Udk2aOgr660sWiimFX07SWX1{4C1IGyaSp �•"'12. t 1268_ 943 3.2.12 3-2-12 H40046513 394 = 8510 =- 0 D 8x10 - Ocala: 1/2`-1' 8610 = it I IA70 LU OJ8 G K LU 420 LUMBER TOP CHORD 2 X 4 SPF 2100F 1,8E BOT CHORD 2 X 8 DF 2100F 1.8E WEBS 2 X 4 WW Stud `Except` W4: 2 X 6 DF 2100F 1.8E REACTIONS (Ib/size) F=1719/0-5-8 (min. 0-1-8). B=1452/0-5-8 (min. 0-1-8) Max HorzB=47(LC 4) Max UpliftF=-459(LC 4), B=-461(LC 3) Max GravF=1804(LC 12), B=1586(LC 13) BRACING TOP CHORD BOT CHORD JOINTS FORCES (Ib) - Max Comp/Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-5532/1525, C -D=-5522/1535. D -I=-1091/279, E -I= 1091/279, E -F=-251/66 BOT CHORD B -H=-1536/5455, H -J=-1547!5522, G -J=1547/5522, G -K- 1547/5522, F -K=-1547/5522 WEBS C -H=-131/416, D -G=-188/897, D -F=-4595/1289 Structural wood sheathing d rectly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (8-0-0 max.): C. -F. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): E NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-7-0 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. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except 4 noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only mads noted sr. (F) err (R), finless otherwise indicated 3) Wind: ASCE 7-05; 90mph; TCDL=4.2ps1; BCDL=3.Opat; h=25tt B=45ft; L=24ft; eave=4ft; Cat. II; Exp C: enclosed; MW FRS (all heights): cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1, Lu=50-0-0 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 20,0 psf or 2.00 times flat root load of 40.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) This truss -has been designed for a 10.0 psf bottom chord like load nonconcurrent with any other live loads. 9) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 459 Ib uplift at joint F and 461 Ib uplift at Joint B. 11) This truss is designed in accordance with the 2009 International Residential Code sections 0502.11.1 and 0802.10.2 and referenced standard ANSI/TPI 1 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was uwed in the analysis and design of this truss. 13) Design assumes 4x2 (flat orientation) purlins al oc spacing indicated, fastened to truss TC w/ 2-10c1 nails, 14) Use Simpson Strong -Tie THJA26 (THJA26 on 2 ply, Left Hand Hip) or equivalent at 6-0-0 from the left end to connect truss(es) d (1 ply 2 X 4 SPF), c (1 ply 2 X 4 SPF) to front face of bottom chord. Continued on page July 10,2C WARNING Vo,yfu design parvnrzr..ner and READ NOTES ON THIS ARID fNCL UDED 8S1 K REFERENCE PAGE ME 7473 BEFORE USE - Design valid for u1b oily *Oh Writs cavreafort, tnitdeagn ie based orb upon parameters shown, and is tor an individual building component AQp80ob0iry of 0c.dsm r 993 !glen Pod propel ricrtp99'218n r4 Cofrg7o9Rr0 a oupgrekalily err t9190P0 dro{prm - nrrl 1616' doleamei. Rwain7>,h11wn Is rot latard 5 pport 00 resold d web mtlr1bb/eValIy. AddIIOnd temporary txocIno le 5 .xe dutllite during us.esitructlois 4 Il w.k.poll ly .1111x1 erecta Additlmol permanent brneinp W the Cenr0ll structurele the refry 0t the fxdld rr5 deeirier For gwlerd Oddano repbrinp rabrl&olipl quality canh* Widget, delivery. erenikrr and bracing consult ANS/TM Quatilry Criteria. DS5.84 and 9C3t BWl�ing Convenor' Sorely tr0crma0on crAloble Ban Tens Prate k slitule. 781 N. Lee Street, Suite 312, Alexaklaa. VA 22314 n Southern P.MODI is specified, the dewier wlue s ere 1 hese afro r zero 06/01/2023 by ALSC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 6-0.09-1-0 12-5-6 , I 8.0.0 31-0 3 48 Plate Offsets (X,Y): [6:0,5 -4A40 -2r. I0:0 -6-8,043.O1, rD:O-5404.2-Q tE:0-5.442-0] LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) 1/dell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.22 B-H >641 360 MT20 169/123 (Roof Snow=40.0) Lumber Increase 1.00 BC 0.69 Vert(TL) -0.36 B-H >397 180 TCDL 7 0 ' Rep Stress Incr NO WB 0,77 Horz(TL) 0.03 F 0/0 riles BCLL 0,0 SCOL 5.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.13 H >999 240 Weight: 94 Ib FT = 20% LUMBER TOP CHORD 2 X 4 SPF 2100F 1,8E BOT CHORD 2 X 8 DF 2100F 1.8E WEBS 2 X 4 WW Stud `Except` W4: 2 X 6 DF 2100F 1.8E REACTIONS (Ib/size) F=1719/0-5-8 (min. 0-1-8). B=1452/0-5-8 (min. 0-1-8) Max HorzB=47(LC 4) Max UpliftF=-459(LC 4), B=-461(LC 3) Max GravF=1804(LC 12), B=1586(LC 13) BRACING TOP CHORD BOT CHORD JOINTS FORCES (Ib) - Max Comp/Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-5532/1525, C -D=-5522/1535. D -I=-1091/279, E -I= 1091/279, E -F=-251/66 BOT CHORD B -H=-1536/5455, H -J=-1547!5522, G -J=1547/5522, G -K- 1547/5522, F -K=-1547/5522 WEBS C -H=-131/416, D -G=-188/897, D -F=-4595/1289 Structural wood sheathing d rectly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (8-0-0 max.): C. -F. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): E NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-7-0 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. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except 4 noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only mads noted sr. (F) err (R), finless otherwise indicated 3) Wind: ASCE 7-05; 90mph; TCDL=4.2ps1; BCDL=3.Opat; h=25tt B=45ft; L=24ft; eave=4ft; Cat. II; Exp C: enclosed; MW FRS (all heights): cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1, Lu=50-0-0 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 20,0 psf or 2.00 times flat root load of 40.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) This truss -has been designed for a 10.0 psf bottom chord like load nonconcurrent with any other live loads. 9) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 459 Ib uplift at joint F and 461 Ib uplift at Joint B. 11) This truss is designed in accordance with the 2009 International Residential Code sections 0502.11.1 and 0802.10.2 and referenced standard ANSI/TPI 1 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was uwed in the analysis and design of this truss. 13) Design assumes 4x2 (flat orientation) purlins al oc spacing indicated, fastened to truss TC w/ 2-10c1 nails, 14) Use Simpson Strong -Tie THJA26 (THJA26 on 2 ply, Left Hand Hip) or equivalent at 6-0-0 from the left end to connect truss(es) d (1 ply 2 X 4 SPF), c (1 ply 2 X 4 SPF) to front face of bottom chord. Continued on page July 10,2C WARNING Vo,yfu design parvnrzr..ner and READ NOTES ON THIS ARID fNCL UDED 8S1 K REFERENCE PAGE ME 7473 BEFORE USE - Design valid for u1b oily *Oh Writs cavreafort, tnitdeagn ie based orb upon parameters shown, and is tor an individual building component AQp80ob0iry of 0c.dsm r 993 !glen Pod propel ricrtp99'218n r4 Cofrg7o9Rr0 a oupgrekalily err t9190P0 dro{prm - nrrl 1616' doleamei. Rwain7>,h11wn Is rot latard 5 pport 00 resold d web mtlr1bb/eValIy. AddIIOnd temporary txocIno le 5 .xe dutllite during us.esitructlois 4 Il w.k.poll ly .1111x1 erecta Additlmol permanent brneinp W the Cenr0ll structurele the refry 0t the fxdld rr5 deeirier For gwlerd Oddano repbrinp rabrl&olipl quality canh* Widget, delivery. erenikrr and bracing consult ANS/TM Quatilry Criteria. DS5.84 and 9C3t BWl�ing Convenor' Sorely tr0crma0on crAloble Ban Tens Prate k slitule. 781 N. Lee Street, Suite 312, Alexaklaa. VA 22314 n Southern P.MODI is specified, the dewier wlue s ere 1 hese afro r zero 06/01/2023 by ALSC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 1306 Trtrss 5799 A4 TRUSFAS. INC-. Now Castlo. CO 61847 Truss Type HALF HIP MASTER City Ply HUNT CARPORT R40046513 _ 2 Job RelerenceicpAnnEt0 7.250 a Arra 26 2011 Wilk Industrie& kw TW Jul 09 09D1 47 2013 Page t! IO:cEk( bF1Na2luAPbWe2aSCP2wp•7xnF5by_rrtgl3LFudmxYMLlcPh3AarrNsifm_exIb rSo NOTES 15) Use Simpson Strong -Le LUS26 (4.10d Girder, 3.10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 8-0-12 from the left end to 10-0-12 to connect Inras(es) d (1 ply 2 X 4 SPF) to front face oI boItom chord. 18) Fill MI nail holes where hanger is in contact with lumber. 171 Hanger(s) 04 other connection device(s) shall be provided sufficient to support concentrated load(6) 273 Ib down and 65 Ib up at 12-2-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. • LOAD CASE(S) Standard 1) Snow: Lumber Increase.1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: A -C=-94, C -E=-94, B -F= 10 Concentrated Loads (Ib) Vert: F= -273(F) H= -695(F) 3=-273(F) K= -273(F) Q WARNING YerfIU design p enautscl err sed READ NOTES ON T ISAND 1IMCLUDED liffrISK REF SREWCE PAG Mf! -7478 BarOftg tom. Design vdld for use only w11n MITelc Connectors. This design Is based only won parameters shown. and is fa on hld8 idual building component. Appliaatrlity of dofgn pCiocrrslett Ox1 prpper krapuah0A of Component Is re5pcnobely al bWdrp designer • nal KAI design.. Orrectitg tbown h bar Iold1C9 1417p,4l or ndWidual web members a11y• Adrfitlonar Iernporan, tracing tofMLue slob9Ilry during rdrnlructia1 is the responribillity of the erecta Addaknd permanent mixing of the overall' structure is the responSbiily d the bvidcq dr91Oner or general fKedance regarding toI71calron. quality central% storage. denvely. erection and bracing. corw4l ANSUTP11 Quoll$y Criteria, 098-89 and SCSI tuirdfng Componsnll Safely Intcnie9on avolabre from Truss Plate Institute. 781 N Lee Meer Sure 313 Alexonwla. VA Z22l4 If South ern Pine (5n) lumbar e 58.rlhad, the rtasrpr veto Isere tlhc se effective 06/01/7019 6y ALS[ MtTek 7777 Greenback Lana Suite 109 Citrus Heights, CA, 95810 Jeb IMP IFAS. WC.. flee Peek CO 01647 A Truax Typo CORNER W/FLYERS 2$,0 9466 5.0-0 6 -GA 1.06 12 y InJNT r.ARPYIRr ,fob Reference (optional) 7.050. Aug 23.2011 Manli Codusthee, Yro TueJrl 04 6491:472115 Rego S •I0,.Fkejl,FlN,fxil.AFIANA2o,^,Ca7'2Y+-7rmr5bY mgRLFudmxYMLlcf'dIWeFNg7(Tm_gr2lYzrSa { $.5.13 2613 R40041514II C 3x4 2x4 l Plate Offsets ()(,Yl: 0B:0.5.7.0.0.21 3x4 = 0.5•.13 E 4o6 63.13 Scale = 1:20.8 LOADING (pst) TCLL 40.0 (Roof Snow=40.0) TCDL 7.0 BOLL 0-0 BCDL 5.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr NO Code IRC2009/TPI2007 CSt TC 0.75 BC 0.40 W0 0.40 (Matrix) DEFL in (loc) Vert(LL) -0.19 B-E Vert(TL) -0.35 B-E I lorz(TL) 0.01 E Wind(LL) 0.00 B 1/dell >498 >277 n/a Ud 360 180 n/a 240 PLATES GRIP MT20 169/123 Weight: 25 Ib FT = 20 LUMBER TOP CHORD 2 X 4 SPF 2100F 1.8E ROT CHORD 2 X 4 SPF 2100E 1.8F WEBS 2 X 6 DF 2100F 1.13E 'Except' W1: 2 X 4 WW Stud REACTIONS (lb/size) B=633/0-5-8 (min. 0-1-8), E=548/Mechanical Max Horz B=55(LC 4) Max UpIi11B=-286(LC 3), E=-185(LC 4) FORCES (Ib) - Max. Comp./Max. fen. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-1193/460 - BOT CHORD B -E=-494/1167 WEBS C -E=-1217/509 BRACING TOP CHORD BOICHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and regtt)red cross bracing be r installed during truss erection, in accordance with Stabilizer Inslailetforf guide. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=3.Opsf; BCDL=1.2psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MW FRS (all heights); cantilever lett and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL -1.33 2) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10,0 pcf bottom chord livo load rionconcurront with any other livo loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. _ 6) Refer to girder(s) for truss to truss connections. 7) Provido mechanical connection (by others) of truss to bearing plate capable of withstanding 286 Ih uplift et joint B and 185 Ib uplift at joint F. 8) This truss is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and 6802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels° Member end fixity ritodel was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber lncrease=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: A -B=-94 Trapezoidal Loads (p11) Vert: B= -0(F=5, B=5) -to -E= -21(F=-6, B=-6), B= -6(F=44, B=44) -to -D= -199(F=-53, 8=-53) July 10,2C 41116 WARngald Vn'{jg rknigrr ymYenrarr. a.rd FlEAG MOMS dN 77118 AHD INCLULL J AZT= RLiPBrSLWrF PAn6 6071 14701 HOIFAIRri 11006 Deft n volld 0.4701( carvlr5cIu6. Ns design n 6aS9d Crit/ U wc1 Fbramewrs''10w, and is for on irrl n)tlual b .ilde g compenent- Applicautlty m design pavrrxr.ased [Intl popar Incdporalwn or compcelerrl aregxantt:6lty ct uukfnpdeskpel • not I105E cklnpnp #1bUm Iry bdarll .114. .1 rllingvkkurl viola mwtilAir..udy. A,I.Lfall..niul 1alnpkey Gd.Yl(1 To OSLO. Ik11aiiile.Swln1 s- c.vie1111)A01,hlilaleSP.xkii of ire• erecter. Addllpnd pmovenerrl orxhg of [No otKedl dhaclva FS itlu folporaiblIty 08 Roe building designer rot general g Ickr- c71 (80:c: rotxi0Cbdn gcapfay Cpnnel. itOrOge, Permary. erection and trpcing, c nait ANIVTPl1 Glxrllfy Cando, OSB•84 and OCSI 8ulldFng CarnpoeoM Sdoly Irrfannopon ovaatoble rim Titres Pole Ir}SWIp. 781 N. lea Slrliel.5x et 312. Ales rr311a VA 223 14. ff Se al he I e Pint (5Pl lumhvr rs wet died the epi rrn Genie r Ya'. these etrectrv. 66/111 /2003 Py At SC MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95010 ,Jobs 41I.6799 TRUSFAB iNc.. New cantle. C6811147 2-0 • Truss Type JACK 111 Ply HUNT CARPORT 1.1 Job Reference _Optional) 7.250 a A 3 11 I19TN1 M+duaefaa iwa los Jul OQ 9401:47 2014 Pro 1 ID:cEkSjbF1NazaLAPhW8203Ca?2wj-7zmF5bY- mg9LrutlnlxYlAUsPeak2Nml[m-gr2jyu8° 6.0.0 840046515 6-0-0 Plats 01186 s (XX): (8:0.5.4.0-0.21 LOADING (pst) TCLL 40.0 (Roof Snow=40.0) TCDL 7.0 BCLL 0.0 BCDL 5.0. LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1,8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF 2100F 1.8E end verticals. WEBS 2 X 4 WW Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 5A'0 Scale = 1:15.2 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress lncr YES Code IRC2009/TPI2007 CSI TC 0.70 BC 0.16 WB 0.00 (Matrix) DEFL in (loc) 1/dell Vert(LL) -0.05 B -D >999 Vert(TL) -0.08 B -D >826 Horz(TL) -0.00 D n/a Wind(LL) 0.00 B Ud 380 180 n/a 240 PLATES GRIP MT20 169/123 Weight: 17 Ib FT = 20% REACTIONS (Ib/size) D=250/Mechanical, B=546/0-5-8 (min. 0-1-8) Max Horz8=53(LC 4) Max UpliItD=•70(LC 4), B= 217(LC 3) FORCES (Ib) - Max. Comp./Max, Ten. - Al forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7.05; 90mph5: TC01.=4.2pst: BCOL=3.0pst. h=25h; 0=4511; L=24ft; eaVe=4ft; Cat. II; Exp C; enclosed; MW FRS (all heights); canlilever Iatt and right exposed ; end vertical. lett and right exposed: Lumber DOL=1.33 plate grip DOL=1.33 2) TOLL: ASCE 7-05: Pte10.0 psi (flat roof snow); Category II; Exp 0: Fully Exp.; Ct=1.1 3) This Truss hoe been designed Mr greater al min root lige bad of 20.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 4) This Buss has been designed for a 10.0 pat bottom chord live load non concurrent with any other live loads. 5) ' This 1russ has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for Truss to Truss connections. 78) This [trruss s designed inrection (by accordancethers) 01 truss to with the 2009 International tional Residering plate ential Code saclior s R502.1le of witlaAanding 79 lb 1.1ft at and�R502.110..2 andint 0 and 217 eferenced int B. standard ANSI/FPI 1. 9) "Semi•rtgid pttchbreaks including heels" Member end fixity model was used !n the analysts and design of this truss. LOAD CASE(S) Standard July 10,2C AWARNING V..411r dexiyn pu tuaorr,w vrtd READ NOTES ON MS AND INCLUDED MITEK REFERENCE PAGE MJI. 7473 BEFORE USE. Design valid for use oily with Mrtak caw:ecru! I :Ns [bS pn It based Only upon r6dm&ea shown, and Is tor on individual Ls-vlcSnp component. nppaeobllly al design pproxrarmlet's and proper Inccrp!7rolton or component is reSti nSOl6y of odidi09 delgrter - nal Suss designer. Sra sog shown s for 1oteral "appal at 1'r t riWKd Nab mar libels only. A,dCtitfortal tenlpgrctty bracng to loon sl3bu5ty daring corulruclICn l Ins respaMWGltldy rd 41e erector Ad:Risme Permanent bx0Crr1nQ� Or M10 ovEsell atruchxe la the retooreibuy Ot the bald sj da319r1Ai. For gerierdi guidance regodsng fabrication, gtrdify Control. lterp9B. OetN4ry. eroclloe and bsricing.15cral.lt ANS1.1IPI1 QuaifyCrliada 05849 and SCSI 6uII nSComeonsnl safety trlarinaSus en avalable lion ThActe rrstnutens . 761 N. Lee Skoal, SuSia Atexardsto- VA2231.a. II !tat Pine ISirl Iambi n sprr.rred, tha dasip+ wises are those admen's 0G/03/7019 byALSC Mil MiTek , 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 1'6799 Truss 'Truss Type E COMMON TRUSFAB. INC-. Now Casa& CO 01847 •249 6415 2.0-0 5-0-11 300'12 1.554 C 124-0 5.11-5 5x6 D -Ply AUNT 0.4APO 1' R40047707 Job 14etorence to i00&l 7.380 r Aug 25 2011 14Tw11 Indtlprler, k1e. Toe .{01 02 10:10:89 2019 A 1 111•,-.1-1d1hfi Nnrjidir'hWA4nnnR, 7w11-rPIOrrMraVnoiVdrrr 121011>f rr�•+l�9M Pap 17-r1•¢ 24-0-0 5-11 5 5-0-11 Scale = 1;43.2 505 - 358 II 9.04 8.0.8 456 =- H 3x12 M18SHS - 7-11-1 G 456 24.0.0 8.043 ass 358 i I Plate Offsets OcY): [80.0 3,0- - t ), fB;0-2.14049.41, IF:0-0-3.O-2-]1, fF:10.2-14.049.41 LOADING (psi) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 SCOL 10,0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code IRC2009/TPI2007 LUMBER TOP CHORD 2 X 4 SPF 2100F 1,8E BOT CHORD 2 X 4 SPF 2100F 1.8E WEBS 2X4WWStud WEDGE Left: 2 X 4 WW Stud, Right: 2 X 4 WW Stud CSI TC 0.89 BC 0.75 WB 0.80 (Matrix) DEFL Verl(LL) Vert(TL) Horz(TL) W ind(LL) in (loc) -0.26 G -I -0.48 G -I 0.11 F 0,10 G -I 1/dell >999 >584 nib >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS GRIP 169/123 197/144 Weight: 75 Ib FT = 20% REACTIONS (lb/size) B=1650/0-5-8 (min. 0-2-2), F=1402/0-5-8 (min. 0-1-13) Max Horz B=53(LC 5) Max UpliftB=-320(LC 5), F=-213(LC 6) Max GravB=1650(LC 1), F=1409(LC 3) BRACING TOP CHORD BOT CHORD FORCES (Ib) - Max. Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -J=-3743/550, C -J=-3593/563, C -D=-3289/489, D-E� 3351/515, E -K. 3724/601, F -K- 3868/593 BOT CHORD B -I=-508/3501, H -I=-336/2538, G -H= 336/2538, F -G=-542/3651 WFRS C-1=-674/181, D-1=-95/917, D -G=-128/1033, E -G--766/205 Structural wood sheathing d may applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. j Weft recommends That StaabllILers and required cross bracing be I installed during truss erection. in accordance wish Stabilizer Instal Nal eon guide. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; B=45ft; L=241 -t; eave=4ft; Cat. II; Exp C: enclosed; MW FRS (all heights); cantilever left and right exposed ; end vertical lett and right exposed; Lumber DOL=1,33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design, 4) This Truss has been designed for greater of min root live load of 20.0 psi or 1.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) B=320, 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and 0802.10.2 and referenced standard ANSI/TPI 1, 10) "Somi rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this buss, LOAD CASE(S) Standard July 10,2C Aik IYA ernvrt V. Or ds(y.r p.n wine[, r....d P9Af M73 P5 AN 77413 ANI 7NCI.1177R17 rrue RrrFFRF,7W;R PAp* Mil 74711 RFFORP (18F. Ik3dpn vrled kr tee only 'Alt) /MEW corpectele. fru eteapfr d Damp OrO7 upon pgeamvrete!town and a fur en indMdua Olddirsg cocIpOrbenl Aprxc-oL lits nrdellly pcoomatala onapropar incaporanon el component 41ra:Dora: 1ty er euidlno designer • not ewe eleaeryter Bowing selovnl n In Imrvni $r4V6e1 p(rickidurj web Merebel4 c Wy Arkro ra 1.mporOry bracing to nwa C5634ly gutta co itnwtlon i6 lbo rosppmite try aI rho AMC tor. ACdlnS4d perinorool brach -4 or 111r metal structures the re11-,ornit filly of the siding dE4Ipnel FOt genera gJdonce regadlrp Ie11a4caA4721 Queerly caraml, curage 4elevety, erection and Wooing, crostlt AN51l1Pil pudlIy Crllyda. 1759409 cod DM 94:61dhlgCareponrnt $g1.1y latennoAal available from ISAs Mote hylilute. 791 N 1.00 Shoot .^v,ik3 312 Alona-di la VA 22.514 It 5n ut h err n I ne 1501 rutebe r .s 1pr1.hrd. the design 'misses ate thew ale r 0.4 a 01.7'01/70111 by ALSC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 !Job Truss 6799 El !Truss Type HIP COMMON TausFAs. p2G. Ney Cbtfe, CD 81047 • 44 2-0-0 5-04 5-0-0 3.00 12 1-5x4 c 408 = 14 4.00 5-0-0 5-0-0 2.0-0 ly -9JNr CARPORT Job Reterence Logiiceal) 7.260 S Pop 25 Z011 IATek xwl9Was. Ina, The Jul CO 10•11114 2013 Pape 1 ID:cEk8jbF1NezjuAPbWa2oSCr72wp-4FRmebMwesFy2iC 9766tefiPkxleILWmVIWtOROyatiKk rao0 • 0 R40047704 O M 1 N • 5x6= O 5x8 = 308 11 1044 1000 Pate Offsets (X,Y): f B i}2-#4,0 46, I :2143.02-1 f, )E:0.2.8,0.1-421 10:0.0.3,0.2.1) 1G:0-2.14,0441 1.5x4 F P • K J 3x8 = 3x12 M18SHS = 3x4 14.00 4.04 5x8 = 3x8 11 24-0.0 100-0 1 Scale 1:47.1 H r LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 ' 600L 10.0 LUMBER TOP CHORD 2 X 4 SPF 2100F 1,8E BOT CHORD 2 X 4 SPF 2100F 1.8E WEBS 2X4WWStud WEDGE Left: 2 X 4 WW Stud, Right: 2 X 4 WW Stud SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code IRC2009/TP12007 CSI TC 0.94 BC 0,75 WB 0,50 (Matrix) DEFL In (toc) Vdefl Vert(LL) -0.23 I -K >999 Vert(TL) -0.61 G -I >463 Horz(TL) 0,11 G n/a Wind(LL) 0,09 I -K >999 Lid 360 180 n/a 240 PLATES MT20 M18SHS GRIP 169/123 197/144 Weight: 82 Ib FT = 20% BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) B=1639/0-5-8 (min. 0-2-1), 0=1639/0-5-8 (min. 0-2-1) Max Horz B= 42(LC 6) Max UpliftB= 246(LC 5), G�246(LC 6) Max Grave=1647(LC 2), G=1647(LC 3) FORCES (Ib) - Max. CornpJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3.L=-3674/393, C4..=-3554/406, C -D,=-3125/301, D -M=-2965/310, M -N=-2965/310, N 0=-2065/310, E-0=-20661310, E.F.-3124/301. F -P=-35491406, G -P- 3674/393 BOT CHORD B -K=-350/3434, J4=-20912964, I -J-209/2964, G•1=-337/3433 WEBS C -K=-640/176, D-K=W367, E -K=-393/395, E -I=0/307. F-1=-640/176 Structural wood sheathing directly applied or 3-3-14 oc purlins, except 2-0-0 oc purlins (4-4-3 max,): D -E. Rigid ceiling directly applied or 10-0-0 oc bracing. LMITek recommends That Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation pulde. NOTES 1) Wind: ASCE 7.05; 9LNnph; TCDL=Sops#: BCDL=5.0psf; f+=26ft B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MW FRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05: F1e40.0 psf (tial roof snow); Categoryil; Exp C: Fully Exp.; Ct=1.1, Lu left =14-0-14, Lu right=14-0-14 3) Unbalanced snow roads have been considered for this design. 4) This truss has been designed for greater of min root Ilve load 0120.0 psf or 2.00 times flat roof load of 40.0 psi on overhangs non concurrent will, other live leads. 5) All plates are MT20 plates unless otherwise Indicated. 6) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrenl with any other live loads. 7) • This buss has been designed for a live load 01 20.0psl on the bottom chard in all areas where a rectangle 3.6.0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing ptele capable of withstanding 100 Ib uplift al joint(s) except (j1=1b) 9o246. G=246:- 9) This truss is designed In accordance with the 2002 Internakonal Reaidenlial Code sections 85022-11.1 and R802-10.2 and referenced standard ANSIITPI 1. 10) 'Sernrrigid pltchbreaks including heels" Member end fixity model was used in the analysis end design of this truss. 11) Design assumes 412 (Ilat orientation) purlins at oc spacing indicated, fastened in truss TC w/ 2-10d nails. 12) The loading on this truss has been modified to reflect the roof profile, ihe ridgellne is located 14-0.14 from faint 1 and has a slope of 3.000 on the left and -3.000 on the right. LOAD CASE(S) Standard July 10,2C , WARNING yr hj darIsr,r pal orrrxeors ead READ NOTES OK TRI8AND /WCL UDEO 5WIEK REFERENCE PAGE am 70 F3 S6FC'Re USa Deign void for uue only wllh Mgak ccrrterclurs. TNrdeign it Lxeed ort, upon pororn&03 Mown end a For on ineivIdtiol lx6dmp co noo tenl- ApptcobiltyOf deign ppqarrOmetercond proem InOapoloiixt of componee1 is les7oruilary 0t building design/ - not hLeid9ltpnei. & shown rr lot Ioleid eupooneI IrtdMndueol web rneintedsonly. AddlIOnd lereporory txwitg to Inxre t1o6Aity doing const ut:llrxt b me rt ;he of Ile eisotix Adcwdona pwrrrleneni nrockep 0l the overall rnucture b the retparrvi]iltry d 1115 midi 19designer For general goikusce regcr0hg IO ticp7or1. qudily.onlyd, 110Kipe. dellv6ry, efacllon Gr'1d troop. Crrt4.dt ANSI/WPI) 0/71119 Celndo, OSB -99 cod BC81 &liking Componnnl Scdaly Irrlorrnapan ovoktie from Fna6 Role IrutfRde. 781 N. Lee 51reei. Slim 312. Afaxondtlb, VA 22314. il6eeihnrn Pin. NP) himbe, n !pat MO. Iha dalige vaieo11ra tint.5rra nrefrxe 05/01/2918 by ALSO Mir MTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job 1 Pt/Ire 6799 F7 TRUSFAB, INC„ New Castle. CO 81647 -2-0.0 5.0.0 2-0.0 5 0 0 N � irtl A Truss type HP COMMON 6-0-0 3.00 12 300 1,504 408 = fl1y l Ply err �L )Jab Reference { iona1)_ 7.250 ■ Aura 25 2011 HIT1k Ineultece, AMS Tee Jul 09 10:19:40 2013 Ake 1 10:0E1t6jbF1NexittAPbW11,20SC?2wp•YA99Li8NYOANpAtxtMged000y6Rl IjylfXAma M91q 12-0-0 1644) 16.0-0 24.001 1 28.00 400 - 400 9.0.0 S.00 I 200 740047/00! 3%4= 4X6= N E � O .TZ. 1.5x4 H Scale = 1:47.1 5x8 = len I 8-000 8+0 L 3x8 = K 3413 MI69H2 10.0.0 308 = 2440 5x8 = 3411 I I 8.9.0 Plate OHsela MY): IB:0-0.3.0.2.11. 08:0,2-14,0.9.41.1H:0.0-3 0-2-11. IH:D-2.14,0.9.41 8.00 LOADING (psf) TOLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 8001. 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1,00 Rep Stress Incr YFS Code IRC2009/TPI2007 CSI TC 0,96 BC 0.77 WR 0 58 (Matrix) DEFL in Vert(LL) -0.27 Vert(TL) -0,54 Horz(TL) 0.12 Wind(LL) 0,11 (los) J -L J -L H J -L Udell >999 >525 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS GRIP 169/123 197/144 Weight: 81 Ib FT=20J LUMBER TOP CHORD 2 X 4 SPF 2100F 1.8E BOT CHORD 2 X 4 SPF 2100F 1.8E WEBS 2 X 4 WW Stud WEDGE Left: 2 X 4 WW Stud, Right: 2 X 4 WW Stud REACTIONS (Ib/size) B=1639/0-5-8 (min. 0-2-1), H=1639/0-5-8 (min.0-2-1)- Max Harz B=35(LC 5) Max UpliftB=-257(LC 5), H=-257(LC 6) Max GravB=1647(LC 2), H=1647(LC 3) BRACING TOP CHORD BOT CHORD FORCES (Ib) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -M=-3632/354, C -M=-3513/367, C -D=-3414/320, D -N= 3263/320, E -N=-3266/320, E -0= -3266/320,F -0= -3263/320,F -G=-3414/320, G -P= -3513/367,H -P=-3632/355 BOT CHORD B -L=-332/3381, K-1.= 342/3774, .I -K=-342/3774, H -J=-297/3381 WEBS D L= 7/505, E L= 845/150, E• J= 845/150, F -J=-6/505 Structural wood sheathing directly applied or 3-9-10 oc puffins, except 2-0-0 oc purlins (3-10-9 max.): D -F. Rigid celbng directly applied or 10-0-0 oc bracing. 1 MiTek recommends Mat Stabilizer aTtd tequfred cross bracing be installed during truss erection, in accordance with Stabilizer lnalalla[wtt uuiUe. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=5.0pst: BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MW FRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1, Lu left=14-0-14, Lu right=14-0-14 3) Unbalanced snow loads have been considered for this design, 4) This truss has been designed for greater of min roof live load of 20.0 pet or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bollorn chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) B=257, H=257: -- 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbroake including heels" Membor and fixity model was used In the analysis and design of this truss. 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 12) The loading on this truss has been modified to reflect the roof profile, the ridgeline is located 14-0-14 from joint 1 and has a slope of 3.000 on the left and -3.000 on the right. LOAD CASE(S) Standard July 10,2C a 1113RNINO %WO" dnelph parorth.1e. wet READ NOTE'S ON TUX AND JucwDED) PUTEK REFERENCE PAGE W7 7470 BEFORE USE. C'eij . irJ L, ye, rs ay seIh Mark wr s w.14 s. ll.y ,!r>.Yy l Is ivg J ct ey t)ryCYt ppt0rrwten CMwn. and It for on Incfrel0oto De 0 alp compptgm App4caljb ry. o! doyen pp,uxrerrata* a bs proper rl0w0orefer at campcoenlb b8 05 ry 4u)cFng deep -g+ - nor hula ciedpne, Broaeg 'flown s ler lateraleI rA 7upp hdabuol web nwernhars nnly AY's,7f1lnnnf Inrrr my hrrr• 1nhn Mw rrrf0Niry r:k>;ioy ,!YISSruc4p, Is sle .resp.ccitbpsy oi Ih6 erector, Apdmp4pl penmul-rw51 IxOcWng al the Overrule sfrusture n the rrogdrs6%'Iry 01111.7 Cu1Ortg dMdpner Fat general gr)donce regarding febrlcutkn duality emkel, d010Q4. deliery. meteor. end tracing. consult ANSVTPII 4uaNil, Grllefw, D56.69 end 8051 Eurlding Camila of seedy Inlwdwiwl avau iL4e In . o Tr ai Piet* kelltufe, 781 N. Lee Sheol. Sulo 312. Alemi0 n,. VA 27914. If southern Oleo frig lumber ...weedier/. rh t. drdyr values .r a the. r e flies t free06/01/2013 try MSC 7777 Greenback Lane, Suite 109 Citrus Heights. CA, 95610 Jnb 679Y Truss Truss Type E3 HIP MASTER TAUBFAi9.0iC. New Coatis. 0081647 •2.00 6.0.0 6-0-0 1000 4-0-0 Oty Ply HUNT CARPORT R40047706 2 Job Referencelojponal) 71504 Aug 25 2411 S Tdk Yrdurfrlea. Ira. Tim Jui Og 1518:41 2010 Pegs 1 ID:cEk8jbFlNazjrW PhWa2aSCrnwp-OdiX{1HOB9TVgazMYE78LtcV70S1l1StealgW 1WHgg16 H 14.4.0 10.7}0 1 P'0•) 28.4.0 1 4-0-0 4-0-0 6-0-0 2-0-0 Scala = 1:47.1 4x10 6.0.0 8.0 .0 P1610 Offsets (XCY): fB:O•t5-3.0-0-9], IG:0-0-3.0-0-9j, II-^fF4 0,0.4$I, 1L:0-4-0 U 4.8] L K R 7x8 = 6x12 M18SHS = LUS26 THJA26 LUS26 3x6 = LUS26 S LUS26 T LUS26 120.0 18.00 84.0 ¢06 LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD BOT CHORD W EBS SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1,00 Rep Stress Incr NO Code IRC2009/TPI2007 2 X4 SPF 2100F 1.8E 2 X 6 DF 2100F 1,8E 2 X 4 WW Stud CSI TC 0.76 BC 0.80 WB 0.98 (Matrix) 7x8 = THJA26 4x10 14-04 600 DEFL in Vert(LL) -0,51 Vert(TL) -0.82 Horz(TL) 0.13 Wind(LL) 0.19 BRACING TOP CHORD BOT CHORD (loc) J G J I/dell >555 >344 n/a >999 Lid 360 180 n/a 240 PLATES MT20 M18SHS GRIP 169/123 220/195 Weight: 198 Ib FT = 20% Structural wood sheathing directly applied or 4-3-1 oc purlins, except 2-0-0 oc purlins (3-5-10 max.): C -F. Rigid ceiling directly applied or 10-Q-0 oc bracing. REACTIONS (Ib/size) B=3486/0-5-8 (min. 0-1-14), G=3484/0-5-8 (min. 0-1-14) Max HorzB=30(LC 5) Max UplifIB=-578(LC 5), G=-577(LC 6) Max GravB=3511(LC 2), G=509(LC 3) FORCES (Ib) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 04,06.10803/1428. 0•M-1051311440. C -D=•9808/1380, D•N=-13781/1817, N-0=-13781/1817, O -P-1 378 1/1 81 7, E -P-1378111817, E -P =9891/1379, F43.-10508/1440. G-0=-10598/1428 BOT CHORD 13-L-1360110121, K -L= -1720F12981, K -R=-1 720/1 2981. J -R= 1720/12981. J -S=-1694/12980. S -T-1694/12980, I -T-1694/12980. G-1.-1330/10116 WEBS C -L= -300l2,48, D -L=•3303/456, 125/1343. E-.1=-12511345. E-1=-3303/456. F-1=-300/2546 NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - t row at 0-4-0 oc. Bottom chords connected as follows: 2 X 6. 2 rows al 0.7.0 oc. Webs connected as follows: 2 X 4 - 1 row at 0.0.0 oc. 2) All loads are considered equally applied Io all plies, except It noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to disiribuse only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 00mph: TCDL=.4.2p81; BCDL=3.Opsf: h=25f1; Br:45ft; L=24ft eave=4ft; Cat. II; Exp C; enclosed; MW FRS (all heights); cantilever left 8nd right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-05; PI -40.0 psf (flet root snow); Category11; Exp C: Fully Exp.; Ct=1.1, Lu=50-0-0, Lu left =14-0-7, Lu right=14-0-7 5) Unbalanced snow loads have bean considered for this design. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 40.0 psf on overhangs Olin -concurrent with oilier live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bollorn chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by other) 01 truss so bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) B=578, G=577. 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10,2 and referenced standard ANSI/TP1 1. 11) "Semt•rigid pilchbreaks Including heels' Member end fixity model was u'd in the analysis and design 01 this lnlss. 12) Design assumes 44 (tial orientation) puriins al oc spacing indicated, fastened so truss TC w/ 2.10d mails. 13) Use Simpson Strong -Tie THJA28 (THJA26 on 2 ply, Left Hand Hip) or equivalent spaced al 12-0-0 oc max. starting at 6-0-0 from the left end to 18.0.0 to connect trusa(es)1 (1 ply 2 X 4 SPF), g (f ply 2 X 4 SPF}, i (1 ply 2 X 4 SPE). g (1 ply 2 X 4 SPF) to front face of bottom Cord -on page 2 A WARNING VmIII deafly+' puru ice and Reda NOTES ON THIS AND INCLUDED MIME REPERENCE PAGE MII 7470 BEFORE USE. L0e it valid for wee Orly. with MfTeS denrlac.toes, lits deign a based 0Ny upon parameters shown, and is for an 5r Q Iudl balding oomponenl ap13b:ptarty of ealign parameleesand proper hcarpor080-1 or component k raspoflirbrily of t%/lldlrlp dellgner • n011144 della Mf. & 0- ■ for 151pd sapg rt of i dnedud web member&CNy. Addlltxlol tranntarry bracing Tohaxe 1100XO1y dunag oanalTac ico %the feeporeibilfilly of he erector. Additional permanent bracing of be overall shuck -re %lie fesporulL4lry or The Wddaro designer Frx general guidance regarding ratmalign, aurally control, 51510 98. fiallvery, erection and bfac►rg• consult ANSI/M1 Quality Crilerla, OSB -S4 and SCSI Building Component irSo%rholorn Pinne491 lumatieber,sr11.9.41 9RPsrrerl. she assign values are N. those FHaclr e6E401j200e Skeet suite 318 13bb5A ria. VA 14 - July 10,2C 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 85810 Jab __ 0722 CS IPOSFA6. SNC.. New CYadia. CQ 91842. TiwaTypa LIACTCn aty Ivry I Joh iieference [opllone0 7.250 s Asp 26 anmerres ratustri s. tie Tee Jut De 1�.16A2 2013 Pege 2 tUtpalilhf 1 NA2:tNP0 W a2n5Ga72wp•Uy7v}xiPt wndXQTskuF{IssCit f IEVNjBk iy2.IFaiyn4101 itt9047720 NOTES 14) Use Simpson Strong -Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 5-0-12 from the lett end to 15-11-4 to connect truss(es) f (1 ply 2 X 4 SPF) to front face of bottom chord. 15) Fill ell nail Iwlus where bengal is iii uuntacl with !umbel. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: A -C— 100, C -F= 100, F -H= 100, B -G, 20 Concentrated Loads (Ib) Vert K= -329(F) L= -1023(F) J= -329(F) 1=-1023(F) R= -329(F) S= -329(F) T= -329(F) WARMNO Yaryf deign paransLYcr: and READ !MISS ON T7lf&AND JNCLUDBD Jr1111CREFERENCE peas hili 7473 MPORE USP. Deslljn valid for use uay wills Web cots stem: kW Sin ff r ✓s WSW only up.n pcsunwtet illowIL {Vel i2. Ior rx. inek.nduld [xildn3 cornp5Cswd- Ap.;3iaaLr1 of de69n paranonton end prow ilcerporO4on ot comp'nem try or bundling de93I'9 • Mr buttdefl8ner. &Going shown 6 ter lateral ...epos of prtlyrkinl wth riwrntars m1y. Atld11es7rI refnppi7ry box. 10 Nine 3tObiRy Ckstrig Coreln.scOon a the resportmbII ry W Ilse erector. Addlrwnd perhmrler,r txock g of the OJerdi flruClrxu w the rB7{7nWbslly Ot the building deLprwr FOr geneko[ C,WSIrCe lepdnjh4 tcMroHort oudlly motot imrage, leery. ereclxJrr Arid LYacYg C n#IM AH9/IPf1 Quality Criteria. 0S0-89 and SCSI 6th d ny Comperwnl Sedgy Intmmedicn avatade lrom Dust Role trWllute 781 N. Lee Street, Suite 312 Alexcrdrla. vA 723Id ittievNsrn Pine1591Iumbee ss tiler Mod. the dettge ,reaves are those spscGri 06101(2013 by ALSC 7777 Greenback Lane, Snite 109 Citrus Heights, CA, 96610 Ism TAUSFAB. INC., Newceple. CO 61647 Truss F A -2.0.0 2-0-0 Truss -type Oly JACK j 7 B 3.00 12 PLr mhNT CARPORT R4004770A Jab Reference (opitaneg 7.2601 Aug 25 2011 4044 krdtr&IrI*s. Ire Tee Jul Oe 10;1642 2013 Pao. 1 ID:cEk8jbF NezluAPbWe2oSCa?2wp.Ug7vhd,PpwndXO7xkcHfaCp7KwVixB_Ey-UFg21y0glh 160.0 6-0-0 1,5x4 11 c 3x4 = D 1.504 11 6.0-0 Scale = 1:15 3 Plate Offsets (X,Y]: (010-0-0.0-7-5), f13:0-3.2,Edae! LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0,0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code IRC2009/TPI2007 CSI TC 0.64 BC 0.34 WB 0.00 (Matrix) DEFL in (loc) Vert(LL) -0.05 B -D Vert(TL) -0.12 B -D Horz(TL) -0.00 D Wind(LL) 0.00 B Vdefl >999 >578 r✓a Ud 360 180 n/a 240 PLATES GRIP MT20 169/123 Weight: 19 Ib FT = 20% LUMBER TOP CHORD 2 X 4 SPF 2100F 1.8E BOT CHORD 2 X 4 SPF 2100F 1.8E WEBS 2X4WWStud WEDGE Left: 2 X 4 WW Stud REACTIONS (lb/size) D=292/Mechanical, B=610/0-5-8 (min. 0-1-8) Max HorzB=74(LC 6) Max UpliftD=-29(LC 5), B=-157(LC 5) Max GravD=349(LC 2), B=657(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD C -D= 293/58 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide_ NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=5.0ps1; BCDL=5.0pst; h=2511; D=4Stt; L-2411; eave=lfl; Cal, 11; Exp C; erlolosed; MW FRS (all heights); cantilever left and right exposed ; end vertical lett and right exposed; Lumber DOL=1.33 plats grip DOL=1.33 2) TCLL: ASCE 7-05; Pf-40.0 psi (flat roof snow); Category11: Exp 0; Fully Exp., Ct.1 1 3) Unbalanced snow loads have been considered for Ihia design, 4) This to=ss has been designed for greater of min roof !Ive Toad of 20,0 psf or 2.00 limes 11si roof load 0140.0 psf on overhangs non -concurrent with other live loads, 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads, 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(6) for truss l0 truss conneOtinns. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D except (jt=lb) B=157. 9) This truss is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss, LOAD CASE(S) Standard July 10,2C WARN!Nb ycr•f(y cfm4gn pure r:errs urrd READ NOTES ON TOTS AND INCLUDED i-17TFJCRES BRENCE PAGE 11111.7473 86FARF FJS5 Osegn valid f[r sea only s 4th M Tek Comer -Ins This cis gn is based ony upon p 9Ometers &Town. and b fer On irrlltlud tr L1g 04416:0nenl. Aopllcoolllty or design Pprwo�r�ireleen coed limper i-werp0r aitp1 of 00mpanent Ixa4NIN 0117,41,11N designer - not trues dM e11Or, &CCng shoran a id Iomsgl A{7perl of b01iv i d web members mire. Addilk*ndl fern0arYY W insure 1100 116,0 Owing coal:tenon is the re0ppeyhiy 111y W !rte ereofar A&61ionot permoeenl CruCmg of the overall &Nuc tura eats respensite 9 nI 0'4)134.34'g Celigne, For f)erksol gc.dereoe 7600100 totecallon. quality cmhd. storage. dalivory. eraclien and tracing. caro It ANS1/Wr1 Quality Cdloffa, 02689 and SCSI Suldng Compenonl Softy lnforrnalion lrerl0ble horn Two Pore Irxtitule. 761 N I•ee Sheet, Stile 312 A16xdndrkx VA 71314. It Soar hero wrne f5P) 1amh er 11 sp. cfined, thn aeiign raluR' arc iheOQ electors 06/0I/3053 W AL5C MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 .Inh F.709 TRUSS. AB. INC.- Q 4 .Truss Castle, CV 81647 •,?-1011 2.10-0 Truss Type CORNER WIFLYGRS of.•y IN-ITILINTaletiont ,1ph Reference ( oplianOi) 7250• Aug.25 2011 hiT84 InduWio., Ira. Trr►.lul pp ifki$ 42.4013 ?aqd 1 IU.ckkAb1.1Na21uAF'17WOrtsl.>,Vwp.t Ir{7vhrmpwniX07iikoHicC p$HtPJ1vat1yA1Fy2-tylyKtr 4.2 8-5-13 _{ 4.4.2 I 4-1-11 840047709 3x4 2.12 ,f12 2x4. _--- 1.5x4 11 E F 3x10 8-6-43 4s6 == G 83 Plate Offsets (X,Y): lB:l] 0 e q• 1.81 LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 ' BCDt 10.6 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr NO Code IRC2009/TPI2007 CS! TC 0.79 BC 0.53 WR 0.51 (Matrix) UEFL in (loc) 1/defl Vert(LL) -0,19 B-H =498 Vert(TL) -0.50 B-H >193 Horz(TL) 0.01 H n/a Wind(LL) 0,00 B L/d 360 180 rile 240 Scale = 1:21.2 PLATES GRIP MT20 169/123 Weight: 31 Ib FT = 20% LUMBER TOP CHORD 2 X 4 SPF 2100E 1.8E BOT CHORD 2 X-1 SPF 2100E 1.6E WEBS 2 X 4 WW Stud SLIDER Left 2 X 4 SPF 2100F 1.8E 2-0-0 REACTIONS (lb/size) B=721/0-5-8 (min. 0-1-8), H=623/Mechanical Max Horz B=81(LC 8) Max UpliftB= 243(LC 5), H=-110(LC 5) Max GravB=812(LC 2), H=714(LC 2) FORCES (Ib) - Max Comp./Max, Ten, - All lorces 250 (lb) or less except when shown TOP CHORD B -C=-1019/181. C -D=-971/176, E -H= 400/122 BOT CHORD B -H=-1861925 WEBS D -H=-947/208 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except and verticals. Rigidceiling directly applied or 6-0-0 oc bracing. MiTek recommends That Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=5.Opsf; BCDL=5,0psf; 5=255; B=45ft; L=24ft; cave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pt=40.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) T his truss has been designed ter greater 01 min rool live load of 20.0 psf or 1.00 limes flat rout load of 40,0 psi on overhangs non -concurrent with other live loads. 5) this truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 6) * This truss has been designed for a live load o120.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) B=243, H=110. 9) This trusts designed in accordance with the 2009 International Residential Code sections 8502.11,1 and R802.10.2 and referenced standard ANSI/TP' 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are tintert a6 Iron' (F) ur back (8). LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (p11) Vert: A -B=-100 Continued on peg. 2 July 10,20 Q WARNING Venn deign Pnnrmrl.-, /loci REAn NOTES ON TEM AND IWCI.IIORD MITEK REFERENCE PAGE 1411,7473 BEFORE USE. pear. valid kr use .4y will, Falek co rrwcl.:la 11448srgn k r -,may :4111•,4,56 p.. 0mCtees Woown. and is for an individual building component Peplicobillly of de M1s (rid 'Ammper InoarporoHm On of cap‹,nani h Ity of bolding 0asig>8, • n0l Bus:wallow.% &0c req shown kf 8 g Cs r N WAujd web manlbdrs CNN. Addition fompucev q la'name sldykN dune oaidlrucI0 k the ielf7Pnfibllty of the erector Apdreemii pemesemi Lxrxhp of the avardl struchre k111e rWprvaibiily of Rte bu90iic g d6Aprler. For general guidance regarding fabriccfl s gOpiry p 093. 110r00e. C/6oer7. 01.7 ecfl end breeh9. panndr ANSI/?P11 Qudlly Crfl.do, 85849 and SCSI Building Component Safety lamer: Marl avekbte hem trust Mato Irillhlute. 781 k. LW Sheol. $rale 312. Alexulxk1. VA 27314 If Southern Din.ISpl lumber 6 tprtdlotl, Che dacvrn vara,.. ate 115us1. iil.ct.v. 06/01%7015 by AMSC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job 6799 1 MSS G U!FA8, INC, Now Cei11& GO.8f647 Truss Type CORNER W/FLYERS Ofy 2 Ply 1 HUNT CARPORT R40047709 Job Reference (optional) 7.250• An; 252011 biTdk M>dwth... Ire. Toe Jul 0610:f8:422010 Paget ID:cEk8jbF1NazjuAPhWic2oSCx72wp-Ug7vfidPpreKIX 7%koHlaCp1HW(Y9tJy_UFg2jyzekh LOAD CASE(S) Standard Trapezoidal Loads (pit) Vert: 8=-0(F=10, 8=10) -to -H= -42(F=-11, B=-11), 13=-6(F=47, 8= -47) -to -E= -210(F=-55, B=-55) WARAMS Vcr jr d rgn p. rrrra.d.. 3. and READ NOTES ON MEMO INCLUDED MITER REFERENCE FADE 1171-7473 BEFORE USE. Deegri vorld for vie Only erin kkiek CerrreClOL lhitdBaigrl k bdreci only upnn pororneles thown end u to an kxHNdud buidrlp component. ADL lcarzny of deapnpardnelee and proper 1riaurpoollon of ccnponont n rotpiwryT7d I9 0! butditp Aesicrier - not lees aeaegner. Bracing shown 6Ira ldteupl support of YHBvkMuol web frrerreOeft Cray Add9Aonot 16m0O 9 tecidng to pl9 a 1! fly cluing corenl;Mon a the raspnin,ttrdy W Iry elector. AddAfonal permanent Lvoeing nl Ih0 overall al1UClue ti the responebt1I1y d h -ie buddng [feel:per. Fa gerwrot guiclachd6 rt dlfy, rabrlcollor7 quality control. iIt agd, de*vary, erection and br0C.n(L ccno.,r11 ANSI/Tell Qooply Ctlferlo, 098.89 and BCSI Building Component Safely Information arteleUe Iron hue Rune IrWitufe. 761 N. Lee Street- State 312. ArmandoVA 22314 • liSeethern Plnn 13P1?umber a r [ r9r•d. 1h. de NSA values arc lfrofr offecj w . 06/010013 by ALSC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95810 rob Truss 6966 A TRUBFAS, INC., Ni'eCastle, CO 61647 cl Truss Type COMMON oTy 3 1-4-0 1-19 7-1-8 5x6 = Ply HUT GARAGE BARN 1 Job Reference (a R40936992 7250 *At* 25 2011 agrak 'adularia'. Ina. Wed Noy 2011.46102015 Papa 1 I D:Daag417Df;yyG41S213WAoxyXV Rw6Acs4A8jDyE0F10ROSxwUL4SCF9Xwica05EFE W 1 yHt'sjl 144.0 15-7.0 7.1.0 1-0.0 7-1-6 144.0 7.1• 7.1.8 Scale = 1:41.3 Plate Offsets (X.Y): f B:1=ds8e,0.O.11 I. I0:Edge,0-0.111 LOADING (psi) TCLL 40.0 (Roof Snow -40.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code IRC2009/TP12007 CSI TC 0.34 BC 0.35 WO 0.30 (Matrix) LUMBER TOP CHORD 2 X 6 DF 2100F 1.8E BOT CHORD 2 X 4 SPF 2100F 1.8E WEBS 2 X 4 WW Stud WEDGE Lett: 2 X 6 DF 2100F 1.8E, Right: 2 X 6 DF 2100F 1.8E REACTIONS (Ib/size) B=1113/0-5-8 (min_ 0-1-8), D=1113/0-5-8 (min, 0-1-8) Max HorzB=-153(LC 7) Max UplittB=-155(LC 9), D= 155(LC 9) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -G=- 1044/69, C -G= 791/92, C -H=-791/92, 0-1-11044/60 BOT CHORD B -I=0/607, F -I=0/607, F -J=0/607, D -J=0/607 WEBS C -F=0/385 DEFL in Vert(LL) -0.05 Vert(TL) -0.11 Horz(TL-) 0.01 Wind(LL) -0.01 BRACING TOP CHORD BOT CHORD (loc) B -F 8-F D B -F Vdefl >999 >999 Na >999 Lid 360 180 n/a 240 PLATES GRIP MT20 169/123 Weight: 73 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabli1izers and required cross bracing be installed during truss erection, in accordance with Stabilizer ]installation guide. NOTES 1) Wind: ASCE 7.05; 90mph; TCDL=5.0psh BC0L=5.001: h=251t:8=451; L=24h- eavea4ft; Cat. 11; Exp C; enclosed; MWFRS (all heights); cantilever lett and right exposed ; end verlical left and right exposed; Lumber 0OL=1.33 plate grip DOL=1.33 2) TOLL: ASCE 7.05; PI: X10.0 pal (I1at roar snow); Category 11; Exp C; Fully Exp.; Ct. 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed tar greater oI min roof live load 0118,0 psi or 2.00 times Ilat roof load of 40.0 par on overhangs non -concurrent with other live loads. 5) This taws has been designed far a 10.0 psf bottom chord live lead nonCotSOUrrens with any other live loads. 6) ' This truss has been designed for a live load o1 20.Opst on the bottom chard In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bollcim chord and any other members, with BOOL = 10 -Opal. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 Ib uplift at joint B and 155 Ib uplift at joint D. 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11,1 and 0802,10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity Model was used in the analysis and design of this truss. LOAD CASE(S) Standard November 20,2C WARNato Vm•fy cletiign pawumetrra and READ NOTES ❑N ThlS AND INCLUDED MITBK REFERENCE PAGE bill 7473 BEFORE USE, Dargrl vdld tot use only Wei Mitek carneclws. Tta deign is b $ d bolt/ upon P2onwWrs snuwrt one a for an individual takeng ccirritsonsinl. Ap960011Rly of deign ppeafronMlteo Ornd paper InCblpasion of Compo ant ilre don it3tity of Mp elia des9r wr - not Itl3s sattociyr OCslgto n Is for toleaoi stmpaf or t,dvidud web mambenmfy Adellcnd 5O tempry bracing to mune s}o00l dung Coxuhucti0n 11 1150 r jay ereclpr. A0CFlionci perme ienl bracing e1 rhe 0853191 shuctue a the r06paw0]dity or the buidf1Q der Fpr getrerol Q� 7onta re20rrdir8 trabdr-afioi quddq Ccr1hW. I$oeo e. delleey, obsollon and txo >1Q oor a8r ANSUIPII Audgly Criteria. 006-99 cmo 8C51 Budding Gammon' Slriety IeWrcnntim oyatot.ie tmrn bun Plate Irol uIe 731 N Lee Sheet. Surto 312. Wexandrro, VA 2231A if Sot, here Pins 1.121 1u maw r 1 spar Iliad, 1 h t das'n values arc thaw ane new 2 06/01/2013 by ALSO Mire 7777 Greenback Lane. Suite 109 Citrus Heights, CA, 95610 Tnj TrusaType c000 A GAB 1fiV'Aa,Itf...NeeCool 811647 2x0 orlon T-141 7.1-8 10.00 12 1.5x4 .1 B 1.504 6 Cr - 41.0 = HUT GARAGE BARN 2 840936923 Jib Ralerence tpiNional} 7250 a ALM 26 2011 A`Tek lethedes. 1'><. Wort Now 20 t 1:48:32 20t3 Pinto 1 ID:D2ag41701 LyyG421213W6ohy)fVIN•aZIe VsAz¢UeUzapWt0O .04Tay OC2iYYkKllOyt I0jj 14.3-0 7-1-8 E 1.504 li F 1.504 II •\ G ...7.7.747.47.7.7.7.47.7.7.7.7 . 7..•a .•..-.'A:wA....4 ... 3x4 L 1 5x4 I! K 1 5x4 ! 1 504 !I 144,0 1.51)4 H 1 5x4 1 3x4 14.3.0 Sr•.aln - 1:35.5 LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0,0 r BCDL 10.0 LUMBER TOP CHORD BOT CHORD OTHERS SPACING 4-0-0 Plates Increase 1,00 Lumber Increase 1.00 Rep Stress Incr NO Code IRC2009/TP12007 2X4 SPF2100F 1.5E 2X4 SPF 2100F 1.8E 2X4WWStud REACTIONS All bearings 14-3-0. (Ib) - Max HorzA=-281(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) A except K 112(1.0 9), L=-222(LC 9), I=-112(LC 9), H=-222(LC 9) Max Gray All reactions 250 Ib or less at joint(s) except A=376(LC 1), G=376(LC 1), J=321(LC 1), K=543(LC 2), L=730(LC 1), I=543(LC 3), H=730(LC 1) FORCES (Ib) - Max. Comp./Max.'Fen. - All forces 250 (Ib) or less except when shown, TOP CHORD A -B=-300/195, B -M-285/78, C -D=-303/192, D -E=-303/192, F -N.-288/46, F -Gm -300/127 WEBS C -K=•491/151, B -L=-578/266, E -I=-491/151, F -H- 578/266 CSI TC 022 BC 0.10 WB 0.27 (Matrix) DEFL in (roc) //dell Vert(LL) n/a - n/a Vert(TL) n/a - n/a Horz(TL) 0.00 G n/a Lid 999 999 Na PLATES GRIP MT20 169/123 Weight: 55 lb FT = 20% BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc purlins (6-0-0 max.) (Switched from sheeted: Spacing x 2-0-0). Rigid ceiling directly applied of 10-0-0 oc bracing. 1 Brace at Jt(s): D NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=5.0psf; BCDL=5.0psf; h=25f1; B=4514; L=24tt; eave=2ft; Cat_ II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber UOL=1.33 plate grip DOL=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 Eiid Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; et= 1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc, 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A except (jt=lb) K=112, L=222,1=112, H=222. 10) This buss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss, 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard November 20,2C /)r, WARIO*t V, ,f ,lrwiyrr pnr,.rw lr•ra rr ,rRPAry ryr)7Ttw TINNNls AND INCLUDED 60TTXREFRA8Nl. FACIE i➢17.175 BEFORE VSS- &XV V010 101' tie ably WW1 AM7ek ea -Immo -Pas Pndurgn a based only upon ?orOrnalor{1 00Mri o r1 u nor Oft rKwldud durfanq Gampor.om Applecabiaty or aeltgt pre:moree cssd proper InC0fpef0hcn 01 car pOnerri 4rorpenet:5Ily 01 briding ialiniEgnet rK I huts deltpnew BrOO g shown h ler Ps -.r' 9,4"{; 1 eivrDJ7l web,tmta meri cob.. Addltted Xlp nage ntemporary broC10 ne Motility Araes bconatt1,Hon a Phe r 51xa*5w 1y oI 1ha erector Addrior# n1 n perrrrcwwe) txooinci 1741115 r 6ro3 Mrocitrh is Me r0i!por ibtlry dF IHS Puking Clash:Far. Frs r rwal auk:arva repr5C(ng tab8Ca1oR quality Control, Coro:n. delvery. sractton dr d txoctnp, c glil ANSVTPFI Geofily Cifi0o, 832-84 old 58_41 5nikIng rwnpro1 I Solily Infonng9o0 calc1 a from 1tuss PIafe in.moTe. 781 14 lee $r,pgS. Suite St$. Ategondrfa VA 22314. IF South ern Pine 1501 lumber is spec Med. the design values are those dtettive 04/01/3013 hr ALSC Mil Mitek 7777 Greenback Lane, Suite 109 Citnes Heights, CA, 95610 Job 6988 Truss I Truss Type At SCISSOR 7Rl7SFAB, INC., Now Cameo. 00 81647 (1401 7-14 7-1-8 1 Qty j Pty J Hifi GARAGE BARN 6 1 5x6 840936990 JJob Reference (ugitone)_ 7 250 a two 95 2011 Wok Worries, Inc. Wed Nov 2011:48:31 7013 Page 1 D:02ag4 iDHyyC4462t3WaexyXVIN•SMAEIW9L.FMulpbtry8L1812ddelXL'fcfuLfu_n2iyHl31k 14.3.0 1 15.70-I 7.14 1-4-0 1- 7.1.6 TT -6 14-3-0 7-34 16 9 Scale = 1:43.4 Plate Offsets (X,Y1 fe:0 1.3,0•i•12j,IB•0.2-13,0.10.51, IDG -3.04-12130:0.3-13P- 0.51 LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 " BGOL 10.4 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress !nor YES Code IRC2009/rP12007 CSI TC 0.33 BC 0.20 WB 0.93 (Matrix) DEFL in Vert(LL) -0.05 Vert(TL) -0.10 Horz(TL) 0.11 Wind(LL) -0.02 (loc) F B -F D B -F 1/def1 >999 >999 n/a >999 Ud 360 180 Na 240 PLATES GRIP MT20 169/123 Weight 88 Ib FT = 20% LUMBER TOP CHORD 2 X 6 DF 2100F 1.8E BOT CHORD 2 X 6 DF 2100F 1.8E WEBS 2 X 4 WW Stud WEDGE Left 2 X 4 WW Stud, Right: 2 X4 WW Stud REACTIONS (lb/size) B=998/0-5-8 (min. 0-1-8), D=998/0-5-8 (min. 0-1-8) Max HorzB=-153(LC 7) Max UpliftB= 155(LC 9), D=-155(LC 9) FORCES (Ib) -Ulm Comp -/Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -G.-1838/0, C -G=-1385/0. C -H=-1385/0, D -H=-1638/0 BOT CHORD B -F=0/1196, D -F=0/1196 WEBS C -F=0/1211 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. LMiTek recommends that Stabilizers and required cross bracing bT installed during truss erection, in accordance with Stabilizer 1 fnstallatran guide. NOTES 1) Wind: ASCE 7-06; 90mph: TCDL 5.0psf; BCDL-...5' .Opal; Ir_25f1; 8=4511; L=24ft: eave=4ft; Cat. II; Exp G: enclosed; MW FRS (all heights); cantilever felt and right exposed : end vertical left and right exposed; Lumber DCL=1.33 plate grip DOL=1.33 2) TOLL. ASCE 7-05; PI=40,0 pal (flat rool snow); Category f1: Exp C: Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. - 4) This truss has been designed lor greater of Min roof live load of 18.0 psi or 2.013 limes flat roof load of 40.0 pat on overhangs non•carlcurrent with other live loads. 5) This trues has been designed for a 10.0 ps1 bottom chord live load nonconcurrent with any other live Toads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom thord and any other members. 7) Bearing at Jo ni(s) B. D considers parallel to grain value using ANSL/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 Ib uplift at joint B and 155 Ib uplift at joint D. 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard-ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WwRNIMo Yriiflr design parnrndn• and READ M)T!S ON 71118 AND INCLUDED MITEiC REFSRFJICG rem Nu • 7473 BEFORE USE. r�e-t-ii,g�am�•• •• vdid for ewe only w11h Mink talneCrp6. fhhdelig/I Is hosed CNupn Wrid y on pniarneleshown and k tea do inud !x8[39m Coperwnt, nppkdplx0ify o1i1e9n pqaiarn619r6 and prppoer ,ncoeperahun of cornponer4 4 re:pc 39l}iIlV d1 tx aairr3pd54 W1er1301 t 49 4891i7r10r. 8r000arr go 1h01!d1 i6 tpr (PIer0E 9i.pp0d el (r dMdud web R1en1[r61s enEy, Add1d0nd 19mpCrdy b30C tl A19.ee 6100YIl <hllr9 c0nt0u Ilion k the resp0 ibl rI ry of Me OC10r- a lc s39ld pNMorwrll h40C930 01 the OV0001191A013ri rr18 M rhe resp04*t4 bulielnorJoasipnei- fp onne+ur C n:fim* regordn0 Safely fnlomlo6cnn o' 01obia ! nmir 8%C a Ins111ute. 7y. oroclion $ N Leo bracStreooll.. 6u110 31ouil 2. A15xoncl l0. 1/TPI Quality A223I40�-64 and SCSI aW6dng Cnrtiponenf II Suurhere Polly 001.1 -Wm n spacd3ae, i.e d.xdn slues are those anos rola 06/01/2713 try ALSC November 20,2C mil MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job 6988 1Tlusn A2 'Truss Type I SCISSORS TRUAMIEL NC. New CasII CO 81647 I •1.4.0 1.4.0 1.1.8 Baty jPly 19 HUT GARAGE BARN n40900991 Job Reference (optional) 72SO •Any 252911 14Ti& k 4.11111es, 4l6 LVinf ipw 20 11 48.32 1013 P 1 . lD:D2bg417DHyyCAIS2i8WaoxyXVlN-a7JmiAAAZUeUrapW100emBof31X031jYYkI F�yH[iJl 14-3-0 7-1-8 7-1-8 586 II 3x10 7.1.8 11441 3x10 • Scale - 1:43.4 Plats Offsets LX,Vj: 18;0.1-3.0.1-i2[, 9B:0.3.13.0 -10-54.10:0.1-3Q- 1-121, [D:0.3-13.0. 0-5L LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0,36 Vert(LL) -0.05 E rl/defl >999 360 MT20 169/123 (Roo(Snow=40.0) Lumber Increase 1.00 BC 0.20 Vert(TL) -0.10 D -E >999 180 TCDL 10.0 Rep Stress Ina YES WB 0.96 Horz(TL) 0.11 D rue n/a BCLL 0.0 BCOL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.02 D -E >999 240 Weight: 84 Ib FT = 20% LUMBER TOP CHORD 2 X 6 DF 2100F 1.8E BOT CHORD 2 X 6 DF 2100F 1.8E WEBS 2 X /I WW Stud WEDGE Left: 2 X 4 WW Stud, Right: 2 X 4 WW Stud REACTIONS (lb/size) 9=1009/0-5-8 (min. 0-1-8), D=817/0 -5-B (min. 0-1-8) Max HarzB=166(LC 8) Max UpliftB=-161(LC 9), D=-82(LC 9) FORCES (Ib) - Max, Comp./lvlax. Ten. -.All forces 250 (Ib) or less except when shown. TOP CHORD B -F=-1679/21, C -F=-1389/43, C -G. 1414/36, D -G=-1667/12 BOT CHORD B -E=0/1231, D -E=011233 WEBS C -E=0/1246 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=5.0psf; BCDL=5,Opsf; h=25ft; B=45ft; L=24ft; eave=41t; Cat. II; Exp C; enclosed; MWFRS (all heights): cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf-40.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4)This truss has been designed tor greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads, 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8, D considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 Ib uplift at joint B and 82 Ib uplift at joint D. 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and 8802.10.2 and referenced standard-ANSUTPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss, LOAD CASE(S) Standard November 20,2C WARMIM) Veriffir dmfWIparwarierr dud rtryetl HO1IW uNTH)WBAND INCLUDED 1,1777tKR13F EMOEMI•7478 BEFORE USE. yarid for use 0e1ly will Welt G.xn6et5n 1risdaslpn i besed pay spat pawners,. 1105.41 CY1Q4 kg Cin marry llra141IAnp CO np011en1• ly W creryn ppooreon efnaewid 61006* 4rapaarl011.s1 cenlp;1r.enl u rasp. rriUlliry al tx>Itrysp O811p11Nr • flop ksaL dslfgner. Bluc.1i11n0WNi j1 for Weld +upped d Mvidu4 web members ally isSal1and lempany aner5 re inrsxa $lcafafry Arra cor 0uctr0l if rhe relpsnetary ark. 4feCtar. Addlkxlca pattt1Cnanl rxo5ilg of In rvOrdl ihuatite r me r6SponihiSly a1111.0 Is,I s9gajesgner. For genera gtWmce regrrWtp to6Acoliort quails canna. garage,. oalhrary. aradbn and bracing. ccnvll ANSI/W 1 Quality Gffaik+. D58.89 and 9CS18uitdki Carp:men! Safety fnlarmagon OVa0b1.9 from ULU Role /WIN e. 7$1 01. Lee Sheer. &be 314, Atanaidft8n VA 22314, k Seulhern Pine ISP! lumina n ininileed, In -a drnign YAI-e i all a Mars GA 'act me 0e/01 /l0 5 by Al,SC 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 6988 I rust B1 TRUSFAB.INC., New Castro, Co el e47 Trues Type ATTIC GIRDER 1-3-8 1+0 1-3-8 4x6 506 c e 6-9-4 7-166. 12.2 -0 4.8.12 11.105 40.7 10.00 FIF 2x4 I I 5x12 E 3x4= F 5x6 = G 0111 Ply I HUT GARAGE BARN 3 Job Reference (optional) 7350 sAu6 25 2011 RMTrk Indu8Sties, Enc. Wad Nev 28117:48:96 2013 t ID:D2ag417DHyyC4[S$13WaaxyXV114-TfCL7L 7t7Tpv_42a5h114KkcKUxgAEKywtTAt t3jl 25-8-0 X44 4 1�• 1-4 0 R40936994 18.5.7 1&3.I2 ' 0.9 4.0-7 11.104 46.12 X 3x4 H 2x4 II 5012 5x6 - 406 - K T S 5x6 7x8 = HGUS28-2 1.31 13 R O 8x10 636 6.0.4 18.3.12 V P O N 8010 = 508 7x8 HGUS28-2 23.0-e 44.441 4-8.12 yS 4-E412 1244 Plate Otfeels X : ::0.2.4 0-2.0 L:0.2-4 r•2.0 N:E 0- -B O;1 '.= 0.3 .6 P;0-3-8 0-6-4 R:0-3-8 0-6.4 6:0-3-8 0-3-8 LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0 0 CDL 10.0 SPACING 4-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Inca YES Code IRC2009/TPI2007 CSI TC 0.38 BC 0.46 WB 0.69 (Matrix) DEFL in Vert(LL) -0.22 Vert(TL) -0,37 Horz(TL) 0,02 Wind(LL) -0,08 (loc) P -R P -R N R I/defl >999 >768 n/a >999 Scale = 1:90.2 Lid 360 180 n/a 240 PLATES GRIP MT20 169/123 Weight: 574 Ib FT = 20% LUMBER TOP CHORD 2 X 6 DF 2100F 1.8E BOT CHORD 2 X 8 SPF 1950F 1,7E WEBS 2 X 4 WW Stud *Except' W6,W2: 2 X 4 SPF 2100F 1.8E, W1: 2 X 6 DF 2100F 1.8E BRACING TOP CHORD BOT CHORD JOINTS REACTIONS (Ib/size) T=7718/0-5-8 (min. 0-4-1), N=7737/0-5-8 (min. 0-4-1) Max HorzT=-668(LC 7) Max UplittT=-177(LC 9), N=-177(LC 9) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD A -B=0!394, B -C=-3030/229, C -D=-6810/29, D -E=5816/45, E -F-4606/200, F -W=-1123/0, G -W= 1027/31, G -X=-1025/32, H -X- 1119/0, H-1=-4603/199, 1-J=-5616/45, J -K=-6616/30, K -L=-3044/229, L -M=0/394, B -T=-6965/280, L -N= 7005/281 BOT CHORD S -T=-516/717, R -S- 306/2421, 0-R=0/4315, O -V-0/4315, P -V=0/4315, O -P=0/2437, N-0=-1/427 WEBS F -U- 4042/371, H -U=-4042/371, E -R=0/1373, I -P=0/1386, C -R=0/2686, K -P=0/2666, C -S=-4990/0, B -S= 8/5181, K-0=-4983/0, L-0=-9/5221, G -U=0/405 2-0-0 oc purlins (6-0-0 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): G, B, L, U NOTES 1) 3 -ply truss to be connected together with 10d (0,131"x3") nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 8 - 2 rows at 0-6-0 oc. Webs connected as follows: 2 X 4 - 1 row al 0-9-0 oc. 2) All loads are considered equally applied to all plies. except it noted as front (F) or back (B) tace in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads poled as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 90mph; TCDL=5.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MW FRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-05; Pt=40.0 psf (flat roof snow); CategoryII; Exp C; Fully Exp.; Ct= 1 5) Unbalanced snow loads have been considered for this design. 6) This truss --has been designed for greater of min roof live load 0116.0 psf or 2.00 times flat roof load of 40,0 psf on overhangs non -concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Ceiling dead load (15.0 psf) on member{a). E -F, H -I, F -U. H -U 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. P -R 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) T=177, N=177. 11) This truss is designed in accordance with the 2009 International Residdtltial Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) -Semi-rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Conlinued on page 2 A W8I8NONO %terify d iyn parwmdaa and READ NOTES ON THIS AND mrcLUDEO MIT&C REFERENCE PA OS Mil 74771 BEFORE 'Asa Wean valid la we Wy with Wee armeeGIs This da]igrt is based 0019 upon parameters 1h0 4rKf 8 rd an U1dh4duOE b.2c8n9 Componem. Ppplicabdlly al design pa01f`drllelen one vocal ytcup0roibn of corrlponenth r 1416411 al b6Ydrtg designer - nal truss0e89nar. &997ro shown eke lateral wpm.'d indv6dual 1195 members only. Adddl :tier temporary prb[tty„s0 !more noWily doling constsuchan s the 1eSpens illltly o1 the ere0:10* Addnuld permansm bracing al 1119 o rdl shuclue s the Ielponsb1YiP/ el 519 bW'irg delkirM, Fxx pentad WO -1'14W 1opaldrla klixlcolloln quality conk0V, storage. delivery erection aryl bracing. consul! ANS1/TPII Quality 011940, 06689 and SCSI hullding Component Safety Infamw6ue eyelid:te ham truss Hatt Wileuie. 781 N. tee Street. Sidle 312 Aleea17ll0. VA 22:14. It Sevrhare Pine {5117 lumbar is specfined. Nin de-egn values are theta 61ls(110* 06/0I/1018 by ALK November 20,2C 7777 Greenback Lane, Suile 109 Ciln a Heights, CA, 85610 1nh Truss Truss Typo L0998 111 AT11i TRl1SKAH.1 -fir, r.Mla, 01 *111Ftr NOTES 14) Use Simpson Strong -Tie HGUS28-2 (36-10d Girder, 6-10d Truss) or equivalent spaced at 21-9-0 oc max. starting at 1-3-8 from the left end to 23-0-8 to connect truss(es) C (2 ply 2 X 4 SPF) to front face of bottom chord. 16) Fill all nail holm where hanger is in contact with lumber. 16) Attic room checked for L1360 deflection. GIRDER Qty Ply ( HUT GARAGE BARN 940938994 3 Job Reference (optional) 7 Clip oAty 8 x011 M.Tok Ltrkrnlriee, a, Wod Na CO 11•4tim ,^A19 Fee?' ID: D2eg417DHyyC41S219YV&Wtyk VIN • TKzII.GI1Tpoza6b1141(knAtImAEltyue! 1 A1Ykyylitijl LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert R -T= -160(F= 120), R -V= 240, P -V= -360(F=-120), N -P= -160(F=-120), A -B= 200, B -C=-200, G -W=-200, G -X=-200, K -L— 200, L -M=-200, F -H=-60 Concentrated Loads (Ib) Vert: S= -612(F) 0--612(F) Trapezoidal Loads (p11) Vert C=-471(F-;-271)-to-E— 428(F -228), E= -488(F= -228) -to -F= -474(F=-214), F= -414(F= -214) -to -W= -411(F=-211), X= -411(F= 211) -to -H= 414(F=-214), 11=-4744F=-214)- to.14815{F=.225). l= -426(F= -228) -to -K= -471(F=-271) SVARN?M) Vcrrfp datrgrr parants aru and H.hd1) Ntl 1T!6 t)9 1H18 41.1.til JACLODED MIMIC Hhi'10(1r:S(.8 PAGIS !tifff-'74 73 aktpaRE Ut1& tkxipn vdid los tea only r,11h NkTek Cvrsleoto s. 11-th dawn bbosed orgy upon pawnelats shown and is for an indNidud building component. App9CoWlly of dmagnpcattmabser 3Tsd gapor 1n0:0p0r3110n d eompolwnt tl ras(]onittiltly 01 bWalng 065 rler • na1 911 deehhnar. Draca591hcw,rs fps It#ord31,pppll of witYlduil wvbme n ocay. Addilbnd IeriTarcey bract% to ?are 1fubWLy doing ,.ir1,1v 64e0or :i od nd permonenl 0,01Q at he uvetdl 411ucfure is Ilse espereibieiyol lba builanp as*ys r For general guidance regarding 1r4- s-anrn tyrrrtlly rrntel..stnrage. ri1i14 5. 41eC-1I,M aM brat -iv, contyll AN11/1PI1 Quality afloat; 1)511.89 said Ball Bulking Component Safely Information avdd)ie from Truss Plot* institute, ?el N len Sheet. Suite 312.Aleronprl1 VA 223, 11 if Southern Pine 1591 ferret., A specified, the a resmn iskies drei those E Pennon 06/01/z1313 byALSC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 .1n6 EBBI Truss Truss Type 'ATTIC 7ALIBF7.0 •. 1G, Now Casa*, CO 61647 Oty 15 Ply HUT GARAGE BARN 140936995 Job Reference joptionao 7250 s Aug 25 2011 IATnx Lidusulse. Ina Wad NW 20 11:46:34 2013 has 1 ID:D2ag4170Hyy04ts2 3WaoxyXVlN•WxrMwYBDtiAkMkOyCd12a1869dsWC60u006DR14yHGih Li -5,0 6.04 17.10-0. 12-2-0 11.5.7 it 8.3.1.21. 24.4-0 gs.a.9 -4-0' 6.0-4 1.10.5 4-3-7 4.2.7 1-10-5 6.0-4 4-40 5x6 = F 10.00 FIT 2x4 = 2x4 = 2x4 II E 2x4 II 5x6 /i D ... a H 5x8 C 1.5x4 II 4x6 // 4x6 B A rn P 3x6 II } 6-0-4 6.0.4 0 ens- 4x6 184.42 M 4x6 = 1.6 244440 5.0-4 L 3x6 I K Scale =1:80-5 Plate offsets (X.Y): LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BOLL 0.0 BCDL 10.0 SPACING 1-4-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code IRC2009/TP12007 CSI TC 0.31 BC 0.43 WB 0.79 (Matrix) DEFL in (loc) 1/dell Lid Vert(LL) -0.21 M -O >999 360 Vert(TL) -0.34 M -O >842 180 Horz(TL) 0.01 L n/a n/a Wind(LL) -0.08 0 >999 240 PLATES GRIP MT20 169/123 Weight: 181 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 6 DF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 8 SPF 1950F 1.7E end verticals. WEBS 2 X 4 WW Stud 'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W4: 2 X 4 SPF 2100F 1.8E, W1: 2 X 6 DF 2100F 1.8E JOINTS 1 Brace at Jt(s): 0 REACTIONS (lb/size) P=1561/0-5-8 (min. 0-2-7), L=1561/0-5-8 (min. 0-2-7) Max Harz P= 223(LC 7) Max UpliftP= 48(LC 9), L= 48(LC 9) Max GravP=1564(LC 2), L=1564(LC 3) FORCES (Ib) - Max..Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD O -Cm -1497/8, C -D= 1308/19, D -E= 1094/83, E -F= 381/22, F -G=-381/22, G -H=-1094/83, H-1=-1308/19, I -J=-1497/8, B -P- 1646/41, J -L=-1646/41 BOT CHORD 0-P=-230/258, N -0=O/1011, M -N=0/1011 WEBS E-0=-884/117, G -Q=-884/117, D-0-0/400. H -M=0/400, B-0=0/1024, J -M=0/1024 r MiTek recommends thal Stabilizers and required cross bracing be installed during truss erection. in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7.05; 90mph; TCDL=5.Opsf; BCDL=S.Opsf; h=251I; Ro4511; L 4h; eava=4tt; Cal. II: Exp C; enclosed; MW FRS (all heights): cantilever left and right exposed ; end vertical lets and right exposed; Lumber DOL=1.33 plate grip DOL. -1.33 2) TOLL: ASCE 7.05; P110.0 psf (flat root snow); Category it; Exp 0: Fully Exp.: Ct. 1 3) Unbalanced snow loads have bean considered for this design. 4) This truss has been designed for greater nI min rool live load of 18.0 pal or 2.00 iii -nes flat tool Toad of 40.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Ceiling dead load (10.0 psf) on member(s). D -E. G -H, E -O, 0-0 7) Bottom chord hoe toad (40.0 psf) and eddlltanal bottom chord dead toed (10.0 pal) applied only to room. M -O 8) Provide mechanical conneclion (by others) of truss to bearing ptale capable of withstanding 100 lb uplift at joint(s) P, L. 9) This truss is designed in accordance with the 2009 InIerna1ional Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 11) Attic room checked for 11360 deflection. LOAD CASE(S) Standard November 20,2C 0 WARMNG. Verify dmriyn yursameter+ unit READ NOTES ON Trrl8ANIJ 7NCL1 17EC7 LITER REFERENCE PA OE 1177 74Yi1 BEFORE USE. Ds6 . valid for use only crit. Marek norxractors. nye detion fs boxed Orly won poroma rens 9KrWn. ono IL td an irwrv+dud 0 idrlg comp.:nee/. Ap looblily of Sea n paranoias 0-'a proper 1,1 mporokdn or comrporoni in reeponotairy of iN k1610 fJ/YQner • nor truss 0ealgner Bra[i09 Y'ICY.Y1 e fa totem[ supp0d ofridlidr,d web rnemlwrs only AddItiond lemporory bf riQ to crane Viability during cGrdlructlpn s Ole resporerbardy or lee erector. ACIddian0 permcmml orocln0 W he overall x uelure 1s the ralpon 4lIv ar 150 tuella p Re4 gear For general gudcw1ce regradcrg tnixica50rl quality Cmttut. sfafga0, de5vorY, arectie end bradna. OcVulf A5151/7PI1 Guoldy Wade. DSB•S9 and SCSI Bu6dIng Component 5eMy Inlermalfon avatobre bare RUM Rare Irmiluts. 781 N. Lee 5tre 1.2(1110312. A7exandriv. vA 22314 0 Sari h o rn Pine tin) ismer: rx seri. me J, Or d eerie raluss era Ihe4r 44fe r 7 rxs 06/01/5015 65 Al SC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Tnsa 6968 o TPllAFAR. INC., Her/ (-APAR me) sten -Truss Type GE90ER "OW 1 Ply HF [ rt GARAGE IRARN 3.8.0 2 2 ,fah Retarerlce {optional] - 7260e Aug 2520%1 I4T41ektdueldee. ina Wed Nov 20 II:49:9620S 9 Pte t 10:028941 7DHyyG41S213WaoxyXVlN-TKz7LDt7Tpo_4z44bIi4lU(c1U(fyHeKbd1 t ArY kyyIN2FI R90096996 3-9-0 A 4x6 = 1 Scars= 1:23.0 H D 2x4 11 3-8-0 c 4x6 9.9,3 LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD BOT CHORD WEBS SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr NO Code IRC2009/TP12007 CSI DEFL in (roc) I/dell L7d TC 0.15 Vert(LL) -0,00 D >999 360 RC 0.02 Vert(TL) -0.00 C -D >999 180 WB 0.01 Horz(TL) -0.00 C n/a n/a (Matrix) Wind(LL) 0.00 D """ 240 2 X 6 DF 2100F 1.8E 2X6DF2100F1.8E 2 X 4 WW Stud 'Except W2: 2 X 4 SPF 2100F 1,8E REACTIONS (lb/size) 0=571/Mechanical, C=571/Mechanical Max Horz0= 127(LC 3) Max Uplift0= 172(LC 3), C=-172(LC 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD A-0=-5361189, B -C= 536/126 BRACING TOP CHORD BOT CHORD JOINTS PLATES GRIP MT20 169/123 Weight: 54 Ib FT=20% 2-0-0 oc purlins: A -B, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at .11(5): A, H NOTES 1) 2 -ply truss to be connected together with 10d (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, Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) lace in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 90mph; TCDL=5.Opsf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MW FRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-05; Pf=40.0 psi (flat root snow); Category II; Exp C; Fully Exp.; Ct= 1, Lu=50-0-0 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) exeopt (jt=lb) 0=172, C=172. 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802,10.2 and referenced standard-ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss_ 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pH) Ven: A -B- 310(F=-210), C -D=-20 November 20,2C Q WARrNINO Vet ify eirviye y .14,1aeter o um! READ NOTES ON THIS AND INCLUDED MIT'&R REF EREMels F'®(FE 8111 14 /9 BEF'thK USE. Deidpn If Oki kr um Ohly with Mink crnnoolpx. Ih519691 b b09Od only upon poremetew shown cnci 91or on nclivkluol Ix8c* p ca npmen 1. Applicot+ 4 of riot," ixemoolree arxi peOpel irY`Lvpeeouun >l component 9 rer(ne lit94 01 rxJlOing detgner nr4 Myst dexopner Becide9 shown A Int InI rd Sopron of ndoidud web membe r§ ON? Adr honor tarnporp y r OCinp 10 Mutt Stab8Iy Ciurkrg Cofdiruatdon 46Ito r 9dlkry of oregor, AdollIonot petmonenf Omar) 01 Ole overall th9CWre 0 tIY8 resperviblity of the Ocildnp doyprwr. FIx gen9rd pwdunce I00.9Cfroi I0LSla9Feh godity senlrot, elprppe, dedWery. Orea no wet trocno, r:nne4l ANIVIPII Gruvpty CnlvrIa.039-59 nd SCSd 8ailding Compon6nl Solely IMarmolleo ovollob a rrom LW Plate Irattufe. 781 N. Lee Sfruet. Sero 317. Nexarrdr87, VA 22314 II Sewrtrnrn Pare (5Pt damsel n+pcc Ifred, the d e I line he's are Inose ,"roc Ire 06Mt /x013 by At.9C 7711 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Tress ripe I p[>6W4N Job: 8988 TRUSFA8. INC.. torn [oath, CO 61647 0ty 6 PlY HUT GARAGE BARN R40936997 Job Reference (optionalZ 7250 *Aug 28 2011 OTek lnndu.inve. Inc. Wet Nov 20 11A631 air* Peg* 1 ID D2ag417DHyyGM1F5243WewryXVIN-xWXVY7E0067xbkgn106ZHesilF1cg321SIgRSGOyHGIe .1-4-9 2-3.4 4.6-Q 1 5.19-0 ti 2.3.0 1-4.0 1.4.0 24-0 C Scale= 1:18 6 Plate Offsets (XX): EB;0-a-8.0.0461,10:0-2.8,0.0•-81 2-3-0 93.0 -4 LOADING (psi) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code IRC2009/TPI2007 CSI TC 0,14 BC 0.06 WB 0.06 (Matrix) DEFL in (loc) Vert(LL) -0.00 B Vert(TL) -0.00 F Horz(TL) 0.00 D Wind(LL) -0.00 F Udell >999 >999 n/a >999 Ud 360 180 n/a 240 PLATES GRIP MT20 169/123 Weight: 31 Ib FT = 20% LUMBER TOP CHORD 2 X 6 DF 2100F 1.8E BOT CHORD 2X4SPF2100F1.8E WEBS 2X4WWStud WEDGE Lett: 2 X 6 DF 2100F 1.8E, Right: 2 X 6 DF 2100F 1.8E REACTIONS (Ib/size) B=413/0-5-8 (min. 0-1-8), D=413/0-5-8 (min. 0-1-8) Max HorzB=56(LC 8) Max UplittB=-93(LC 9), D=-93(LC 9) Max GravB=421(LC 2), D=421(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING TOP CHORD BOT CHORD Structural wood sheathing d'rectly applied or 4-6-0 oc purlins. Rigid ceiling directly applied or 8-0-0 oc bracing. Wok recommends Thal Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer IrlStatiation guide. NOTES 1) Wind: ASCE 7.05; 90mph; TCDL=5.Ops1; BCDL=5.0psf; h=2511: B=4511: L=2411; eave--411; CaL 11; Exp C; enclosed; MWFRS (all heights); cantilever left and righl el.osed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TOLL: ASCE 7.05; PI>AO.O pal (flat roof snow); Calegary If; Exp C: Fully Exp.; Ct. 1 3) Unbalanced snow loads have bean considered for this design. 4) This truss has bean designed for grealar of min roof five load of 16.0 psi or 2.00 limes fiat roof load of 40.0 psi on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 pal bottom chord live load norlconcurrent with any other live loads. 6)' This truss has bean designed For a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of wiihstanding 100 Ib uplift at joint(s) B, D. 8) This truss is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard November 20,2C WARMNB Ycr-ify d8 t9n parameters and RR .D NOTES ON THIS AND INCLUDED r.VTEKREFERENCB PAGE ME 7473 BEFORE USE. Ca34131 vdW hr use only WI bMi'ek cr nneOlo * this ae i$ ri n Defied W ywon panrnetnro shown and a for o, s1dt00ul7 lxgrfing nOmpaPont Applicability of design prxorneiws and proper incexpor011an N component itte*penaaYdy of bu*Kftnp deaprer .rel Irus9 de#pner. SelceQ snow, is for lulerdeuppc+l al i-elimdud nab membed ono Addh°nd temporcor tx0cn9 So i1We (1abdlly &Mg oanstiudt5n a tt1U revcreibillity al the greclor. Addllrend permanent Ix0ctng. of Iha veldt structure to 16 r08X ffy of the hulking designer or general gUh7d e6 *gaming 10diCd60rt cuWsoo y ntrd. storage. deta9y. erection end tracing. ecrxulr ANSfRPII Quality Criteria, OlR-aS and BCS. Building Compwlenl safety fntoimatien amiable from meas prole lri6lure. 781N. Lee Sheer. 5dt6 312 A atdndlio VA 22315 If$outhern Pine (SPt lumber is sparrrrd. the de o=n v*lue5 are dose etiecti a 06/01/'1013 by AtSC MNIN 1411 MiTek 7777 Greenback Lane, Suite 109 Cerus Heights, CA, 95610 Scala = 1 13.0 -o (roc) Udell Ltd PLATES GRIP - n/a 999 MT20 169/123 - n/a 999 C n/a n/a Weight: 13 Ib FT = 20% +Lb - 1111y9 D -GAB TFIUSFAB, INC„ New CAROL CO 61647 Ilruss type 2X6 DROP 24-0 1000 12 2-3-0 22i�y' 13AIiAaE BARN 1 Job Preference (+Boris!„ 7250 s,Wg 25 2011 Wait India/do kc Wod Noy 20 I1.IR•Vi NItn Pao. 1 IU:LO g417UHyyC41£21 ooxy)MN•rltUmvEkLT'ruCurro7fluetPuETt uebbieUSforyHGle 8401 4-0-0 2-3-0 1 s!n �:: •.*,•i!�i!:!:+-�.a=.:` •iA��:S :i'i;. •i!:`?:�� � iR'•'.•••'.:`k:',:i:!�':•:w...�.�,.!:h'i �:'J.:!:'::i3:ti:+!ti'.'. :!:•:•:: 254 1.504 1 D 44.0 2x4 LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 ' RCM 10.0 SPACING 2-0-0 Plates Increase 1,00 Lumber Increase 1.00 Rep Stress !nor YES Code IRC2009/TP12007 CSI TC 0.08 BC 0.02 WB 0,04 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 LUMBER TOP CHORD 2 X 4 SPF 2100F 1,BE BOT CHORD 2 X 4 SPF 2100F 1.BE OTHERS 2 X 4 WW Stud BRACING TOP CHORD BOT CHORD REACTIONS {Ibvsize) A=16614 -G-0 (min. 0-1-8), C=166/4.8.0 (min. 0-1-0), D=17214.8-0 (min. 0-1-8) Matt HorzA='43(LC 7) Max UpliftA=-31(LC 9), C=-31(LC 9) FORCES (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown, NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=5.0psl: SCDL=5.0psf; 11=25ft: 6=4511; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MW FRS (all heights); cantilever lett and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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 Derails as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) TCLL: ASCE 7.05: Pi -10.0 psi (lint root snow); Category ll; Exp C; Fully Exp-; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Gable requiroa continuous bottom chord bearing. 6) Gable studs spaced al 2.0.0 cc. 7) This truss has been designed tot a 10.0 psi bottom chord live load noncdncurrent wilh any other live toads. 9)This truss has been designed for a five Wad of 20.Opsb on the bottom chord to all areas where a rectangle 1-6.0 tall by 2-0-0 wide will fit between It1a I7olttm chord and any (*1ar members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of wilhslanding 100 Ib uplrlt at)oint(e) A, C. 10) This truss is designed in accordance wilh the 2009 international Residential Code sections Ft502.11.1 and 8602.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Structural wood sheathing directly applied or 4-6-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and roqulred cross bracing be installed during truss erection, in acrtdarlce with Slabillzar Installation guide. Kennard Joel Revocable Ira HERE -OS -2E1-6471 Cabin Y1678 CR 245, New Castle Eanes Exemption, tot A.3 0 WARNING Verify. dasiyn p,o on.rrrrs crud READ NOTES 014 1'1.18 aryl) u' CLUDED MITER REFERENCE PEGS AIIr 7473 OPTOR1 ODE Deign valid for use only wllh MITek connectors !his r is based only upon pcsornolprs shown, and is for an individual building component Ay,1nt{pob5lly otc1811 n p111arrietess end rxopa r1L'Olporpllp5 or Qprripononl li rerparvlbiily of building os rjrer not hutodeslgner. Bracing t o-eri e fry 1o1etpr e.q porr or IN -O ylyd web mefnberserry Aodtipn lernperory Groong Goonto. e .e slutAly dewo comit,LoclIco K Sin r .n iroi N urn erector P+riifirllAl yrxuiuruxd Cueing of pie Oveitll sirrwhlfe IS he rasp:rerblaty of Irx+rxldlne deugnat For genera gwamCe reorxdi- rerxioae0r4 glo lilyw[nhd. Verve. depvery, atectlon [yid u.ee.ng, consult ANSI/TPII quakily C,110.10.. B511-89 and BCSI Bvikllrig Cemportortl 0 eIy fnlomtg2on 1]ydl0ldc from Tri Dale IryMute, 751 N Lee Sliuetl. Salle 312. Alexpldrl4 VA '4314_ I1 Southern Pinei511 tun b•r it tpsc.fi.d, the de)I6n rain■ 5 we those ♦lie.17v* 66/02 /20131 by ALSO November 20,2C mil MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610