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HomeMy WebLinkAboutEngineer's Report 09.23.2020CIVIL ENGINEERING September 23, 2020 LAND SURVEYING Mr. Andy Schwaller Via E-mail: Andy Schwaller acchwaller@garfield-county.com Re: Leonard Property ADU, 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 20151RC. Comments are noted below, for the items we were able to confirm. Sincerely, HIGH COUNTRY ENGINEERING, INC. Roger Neal, PE 14, " ("' 7 5 xual r r 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 FLAN 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, WERE FOUND SOME ITEMS ARE RED LINED EVEN IF THEY ARE SHOWN CORRECTLY ON THE BANS SIMPLY TO REMIND YOU OF AN IMPORTANT CODE REQUIREMENT. SPECIAL NOTE SHOULD BE TAKEN OF THE RED LINED ITEMS SO THAT CORRECTIONS CAN BE MADE DURING THE COURSE OF CONSTRUCTION. EVERY EFFORT HAS BEEN MADE TO NOTE ALL NECESSARY CORRECTIONS DURING OUR RAN REVIEW PROCESS. HOWEVER, ULTIMATELY IT IS THE RESPONSIBILITY OF THE BUILDER TO PERFORM THE CONSTRUCTION ACCORDING TO MINIMUM CODE REQUIREMFMS, 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 AT 945-8212 BEFORE PROCEEDING. THIS SET OF APPROVED FLANS (STAMPED "APPROVED", DATED & INITIALED) MUST BE AVAILABLE TO THE BUILDING INSPECTOR ON THE SITE AT ALL TIMES. PLANS ARE TO BE PROTECTED FROM DAMAGE ANTI 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 WITH THE CONSTRUCTION 4. PAYMENT OF A $50.00 REINSPECTION FEE AT THE BUILDING DEPARTMENT BEFORE THE INSPECTION IS RESCHEDULED 5. REPLACEMENT OF APPROVED FLANS 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 Pluming 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 plurrier, but must also either hold a Master Plumber's license or be working under the direct supervision of a Master Humber. 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 Bectrical 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 detalls). APPROVAL OF FLANS 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 to have welded wire. Although stemwalls are not noted to have rebar, discussions with contractor indicate standard practices and recollection of rebar in stemwalls. i i. ru, r�r� Pi*, '•!L'., u' 1,1•f :n..: p.'F: ;:„. 7 75 �. '.L.-u d OCR.-o,.f n'►-Ti• 41=dive • 1• 7Vrta h ill l r'ry a�yr ,sit • srs_+ r Si'';2 • 4- . Maya .,�j'e�r• • • 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. N/A 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 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 3 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 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. Ui itiei fluui Spaces shall be conditioned or vented as per Sec R408. N/A. 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 piece of equipment, but not less than 30" x 22" (M1305). N/A. 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)- lamp 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) Connection Verified with contractor with use of TECO clips 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 Tess 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 s ill 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 report 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 excellent condition. 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 anc huI s (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 4 uplift. Solid blocking is required at bearing points [R802.8]. GC indicates that Teco clips were used for rafter or truss connections. 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. S now 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 engineers 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 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). N/A 20. Provide roof and attic ventilation per Sec R806. Attic above garage 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. Multiple attic access locations provided in ADU and Provided in Bedroom of Barn and Bedroom of Cabin. Size verified greater than 22"x30". 22. All roofing to be installed per Sec. R905. Asphalt Shingles roofing installation appeared adequate and no leaks were apparent. 23. Foam plastics shall be protected from ignition on the interior of a 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 underneath 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". Attics 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). Bedroom - 28x52 2-22x34.5 = 20.65/252=8.2% Upstairs Living Area - 11-46x28.25 99.27/373=26.6% upper room 22.14x34.5 bath downstairs 3-22x34.5 doors 27x35 21-1/4x35 = 27.54/331=8.3% Ventilation is well beyond 10% with full door openings. 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 5 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 hcight 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 llie 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 E I TH E R fuel 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). Acknnwledged 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 1/4" to 2". See section for other grip size criteria (R311.7.8). Handrails were installed on stairs. 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 3/8" from the smallest rise or run within any flight of stairs (R311.7.5). Stairs were found to be with 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 6 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). N/A 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 less than 15in. from the centerline of a bidet or water closet to the rim of a tub or shower and shall have a clear space in front of the water closet of not less than 21" (P2705, figure 307.1) Verified. 45. Garages shall be separated from the dwelling and the attic above the dwelling with 1 /2i n 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 sdid wood door 1-3/8" in thickness ora 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). None found B. Ducts in a garage shall be constructed of minimum 26 gage sheet metal (R302.5.2). See Letter from 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. Separation requirements are met. 7 TABLE R3D2.(� l wellintrl[:arage Separ+Itic!!l From thr• rustclen xs 11j ci a tjl s From all habitale rooms thou• the L'uCltSlr >hie tor, %) Ntipturrtiug (1ti r l ijliltst A .SI•Illtdir. HID" Lvtliipardii.ii rlxtlitrt t to this six:tion pa 1[11=11 .i %14111II1u, 41111i 1111 Slii um. toe Nut lugs than 1/4-inat ia}3stitsl lio tt`d or u.tiVaItuit applied to thr �s :elver sillls [tint hiss than 'i •inrit 'i'}:ite X gypsum )ruarcI or cq,iuivrAlau No.. lags than inl }t L] 1P.kii 1 I>. i:ir,! �r onlliivslsytj Nut I0148 than I,-1111:11 yy i:�Li») tl,l.11',1 iir equiv74lon1 atuilivi 10 t:ll• itlt1:.L'is}JC side of ex,turior 11•,i1Ig that :stL within lids area i elr tit• L inch 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 per•forrni n g 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 wit, 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 level 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. 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). N/A 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). N/A. 55. Clothes dryers shall be exhausted in accordance with the manufacturer's instructions and Section M 1502. N/A 8 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 half of which is operable. If no exterior operable window exists in the bathroom, artificial light and an ex haus t fan connected directly to the extend* 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). Baseboard Heaters are provided for building and appear to be adequately spaced. 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 ofall gas appliances as per listing, manufacturer's recommendati ons and Sec. G2427 [503]. 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 61. No gas water heater or furnace shall be installed in any room used or designed to be used for sleeping purposes, bathrooms, clothes closets or other confined space openi ng into any bedroom or bathroom. Exception: sealed combustion chamber type water heaters, direct vent fumaces, or enclosed furnaces (G2406 [303], M2005.2). N/A 62. Solid fuel, oil, and gas -fired appliances require adequate combustion air (IRC Chap. 17). 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). Appliances were found to be accessible. 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 18IN. ABOVE THE FLOOR OF THE GARAGE (M1307.3). Verified Installation. 65. Clearances to combustible construction for heat producing equipment must be maintained. (M1306). N/A 66. Install EPA approved zero clearance/factory built fireplaces to manufacturer's specifications. N/A 9 67. Wood buming stoves must be installed in accordance with manufacturer's specifications . ALL NEW STOVES MUST HAVE A LABEL FROM AN APPROVED TESTING AGE NCY AND A LABEL SPECIFYING THAT IT MEET THE STATE OF COLORADO AIR QUALITY STANDARDS (CRS 25-7-402) IN SOME SUBDIVISIONS. 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). 69. Chimneys must extend a minimum of 2' above any part of the building within 10' of the chimney (R1003.9). N/A 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) 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 to 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. Flushometertank-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. 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 a nd after the plumbing, mechanical and electrical rough inspections are approved. (R109.1.4). Framing for room modification will be left open prior to inspection. \[ EL: IRE Z'ptkz NEC ant R Q1JkJ:$ LaoNURLIL-EN(-ASFi) liE,l;t_ RO *: 10 RE INSTAI:L 1) ON ,ALL NEW' !WALL f1u' S rI1.1s MUST DTI 1XS'E:'tLLE:lt WHEN 1'1II' 1'(x TING ARL INS1At I t ft. 250.52iA'if ?j l-oncrete-Ftwirtsed Electrode An eleotrrv,'_e et a5 d by e lust 2 ruche cfei'itetettr. located uvititHl .v3'.11 nem the bottom of a Coil:clew toundatOn of footing tam is in Jlieel eonac{ 2_Vitb the t .tth, ouinss.tlltg', crt al team 20 teet of one ill mime home (rF, a t%atl ,o1 ur 001,1` .ItiCuic.ril} C,i.ltrd yttid 76'@lout-,91112 3^oarti uo t441,. ,1I ,1eg1 lllu+; 1/1Ch in diameter, or c,+niisting of;al lcn.d a) leer v,f false copper condiloor not xrabnidcr titans ;1 VC; Rciriforein . Isar, shall he permitted Lr be bonded together h' the 15smil steel tic V. ceS t'a ,ether el Ii _tis e m ins. 77. Owner/GC installed electrical and will work through details with electrical inspector. 10 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 light. The opening shall be not less than 8% of the floor area of such rooms. These rooms shall 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 diameterof4 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 protecti on from the entry of debris or animals, which may cause blockage of the drain. This protection is to be approved by the building inspector. 11 Y.i • [ob �(I russ II ruse ype 6988 I A �,' COMMON THUBFAU,k1C..►Mw e.(c381d47 •1J40 1-4•0 Plate Offsets (k,Y): I8:Edie.0.0-111 [D:EdQe,0.0•1 I LOADING (psf) TCLL 40.0 (Root Snow=40.0) TCDL 10.0 BCLL 0.0 " BC01. 10.0 1 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code IRC2009/TP12007 7.1.8 7-1-8 718 7.1.8 CSI TC 0.34 BC 0.35 WB 0,30 (Matrix) 6x8 = 3 HUT GA E BARN R40936992 Iieb Reference {optional) _ 72901 Aug262011 MiTek irxk.Hesv, Ina- Wad Noe201S 413:308693 Pap 1 ID D2ag417OiyyeAlS213WaoxyX511N-eAcs4A9jOyExFfeROSzwUL43CFSXwKe05EFEWly1•IGil 14.3.0 1 15-7.0 f 7-1-8 1-4-0 11-3.0 7.1.8 DEFL in (roc) 1/dell Ud Vert(LL) -0.05 B-F >999 360 Vert(TL) -0,11 B-F >999 180 Horz(TL) 0.01 D n/a n/a Wind(LL) -0.01 B-F >999 240 Scale = 1:41.3 PLATES GRIP MT20 169/123 Weight: 73 Ib FT = 20% 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 Left: 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 UpIiItB= 155(LC 9), D=-155(LC 9) FORCES (Ib) -Max. FpfrlpI ax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 8-3=-1044189, C-G=-791/92, C-H=-791/92, 0•H-1044/69 BOT CHORD B-1=0/607, F-I=0/607, F-J=0/607, D-J=0/607 WEBS C-F=0/385 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 ouide. NOTES 1) Wind: ASCE 7-05; 0Omph: TCDL=5.0psf; BCDL=5.0psf; h=25it; B=45f1; L=24ft; eave=4lt 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 pal (Hat roof snow); Category I1; Exp C; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This SUSS has bean designed for greater o1 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 buss has been designed 1or a 10.0 pal bottom chord live load noncancurrent wish any other live loads. 6) ' This truss has been designed far a live load of 20.Opsl 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 rhombeta, with E3CDL = 10.0p#f. 7) Provide mechanical connection (by others) of truss to bearing plate capable of wilhslanding 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 R802.10.2 and referenced standard ANSI/fPI 1. 9) "Semi -rigid pitchbreaks including heels" Member end fixity rtiodel was used in the analysis and design of this truss. LOAD CASE(S) Standard November 20,2C WARNING Vnrfu rlairnt 7rarrsmetcra end 18&W NOTES ON TIRE AND INC LUIDED h17TEIC REFERANCL1 RA083171 74 Td BEFORE USE. Devpn 40114 fa LW:, OILY w1h1 Mi1ak COIVIOCkki M.15 deslgrt a bawd only ly.ren paonle tors shown. end d fee r/1 indandual tnerdir 9 campment Apl cobkly or crown por0merarsand proper IneOlporolfOs of comporwM k respazt8)lity ar C..1101rig designer • not trrssanslgne.. Noting shovel IS IN lolerd supperl 01 Nidudl webn+emWrf only A iolliond rempnay tenting to Insure stotdey (Serino Careuuelion rf Iha;esponl.CillTh al the erotic*. AddlIi011d pdrmoneni I.r4Crt17 el erne overall 11rueture u the responSolIly o1 the t]u40+19 designer. Far ge(3rel eudcnco canal clog lahricoppl qud115' Cclnfrd, storgne delivery, ere2lron and b#ac lc*, Carl301 ANSI/1Pi1 Gudlly VIVID, D58.89 and SCSI &llfdlnp Comporenl WNW Inlonlse }en ovtelo to Sewn Ines Pinto immure. 781 N tee Sheet. hate 312- AI8x0W#ICo VA 22314 119euthare Pine Del lumps r i s spec rn ad, the design values aft seta tr en:cstvr 06/01 /I013 try A LSC Mil Meek' 7777 Greenback Lane, Suite 109 Cilrus Heights, CA, 95610 Job ninon COOL A-OAD TFIUSFAB.INC.. New Cede, CO 81647 cJ 3x4 -2 LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 ' BCDI. 10.0 LUMBER TOP CHORD BOT CHORD OTHERS Truss Type [Dry 2x0 DROP 7.5-8 Ply HIIT GARAGE HARN H409389931 Job Reference (optional) 7_2522s Aug 25 2011 567sk lnduolde4, l eo Wed Ned 20 11:46;32 2013 page 1 I D. D2dg417DHyyC413213WdoxyXVIN •alkasAztWoU7ga W 100;tn t9yT3vv0E4YA KI.BylriGjj 14.3.0 7-1-8 10-00 12 1-5x4 '1 B 1.5x4 I I M c 4x5 D E 7-1-8 1 5x4 Ii N F 1.5x4 1I G 4:: •-.'..J 4..'.5.4'J �:L444S!J.4:•: ! 4:•!•.:4!.!. •! 4:!•.•-� •.n. r.•.. •.. •.•-a. - •-w.w-..w..w......-•.•..-•...•- L 1 5x4 II K 1 5x4 1 1 5x4 11 14.3.0 1.5x4 II H 1-5x4 I 3x4 14-3.0 SPACING 4-0-0 Plates Increase 1 00 Lumber Increase 1 00 Rep Stress Incr NO Code IRC2009/TPI2007 2 X 4 SPF 2100F 1.8E 2 X 4 SPF 2100F 1.8E 2 X 4 W W Stud REACTIONS All bearings 14-3-0. (Ib) - Max HorzA=-281(LC 7) Max Uplift Ali uplift 100 Ib or less at joint(s) A except K= 112(LC 9), L=-222(LC 9), 1=-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) Scale = 1.38 8 CSI TC 0.22 BC 0.10 WB 0.27 (Matrix) DEFL m (loc) I/dell Vert(LL) n/a - n/a Vert(TL) n/a - n/a Horz(TL) 0.00 G n/a BRACING TOP CHORD BOT CHORD JOINTS L/d 999 999 n/a PLATES GRIP MT20 169/123 Weight: 55 lb FT = 20 2-0-0 oc purlins (6-0-0 max.) (Switched from sheeted: Spacing> 2-0-0). Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace al Jt(s): D FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD A-B=-300/195, B-M=-288/78, C-D=-303/192, D-E=-303/192, F-N=•288/46, F-G=•300/127 WEBS C-K=-491/151, B-L=-578/266, E-1=-491/151, F-H=-578/266 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=5.0ps1; BCDL=5.0psl; h=25ft; B=45ft; L=24ft; eave=2ft; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) TCLL: ASCE 7-05: P1=40.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 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 psi bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0ps1 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 al joint(s) A except (jt=lb) K=112, L=222,1=112,H=222. 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) "Semirigid 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 W.RN7NO VeriPj sl !gn pun con Ke n tend READ Mires on This Milt) /NCLBDFJ7 PDtalf REFERENCE PAGE 1511 74 713 BEFORE IJSE. Dewpn valid to use only W+Ih wax COCIIIIK1OIS INS pe-upn a nosed W7 upon por:unotun shown. and is fa on winivldunl buldsno ❑ompernril APPIlCotsEN or deppn paarnerarS aM proper neorpanpllorl or component B r 1ty W LUCIEw1Q designer - n01 hv»desigrser &acrrlrrl irown k far Iateld tw4xxxl of sncIMpuGl web ns.mbet. Only Additional 10mporory Procho.to Inure Mobility dung oonOhucii0n 6 the re pen9L- ihty 04 thu- eloclrx. Adc5Iion al pormullelll bracing ul Ine ovNall structure a the req]pnFbllrly of the budbulldiNI demurrer. ror gene10t Qsid0nCe rego/dinq 1o20 olWrr quality canna. storage. derNaly, .iecilon and ttoctisg. crsrwall ANSVTPII 0aae11ty Ctttedn, D53.89 mid BCSI 9utldngCompon.nl Surety Intoms ltOn ovriable hrm Tnna Rare lrahr.tl9 781 N tee 5llooI. Suio 312. ArexpMrk3. VA 22314. 0 Southern PieeISpj5.mh,, is epel Hied, the design values are those eOec1 IVO 04/01/2013 by ALIC lrek 7777 Greenback Lane, Suite 109 Cilrus Heights, CA. 95610 Job sty 6 HUT GARAGE BARN R40936990 691l9 Truss Al T1IVSFAB. INC., New Caelia. CO B11347 •1.4.0 1-4-0 rrussType SCISSOR 3x10VA 7-1.8 7•1-8 5x6 1 7.1.8 1 7.1.8 Plate Offsets (X,Y): j90 1.3,fl 1-12) jB:D-3.13,0 10.51. fD:0.1.3,0.1.121. ID;0-3.13,0-l0 5i LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 BCD_ 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code IRC2009/TPI2007 CSI TC 0.33 BC 0.20 WB 0.93 (Matrix) LUMBER TOP CHORD 2 X 6 DE 2100F 1.8E BOT CHORD 2 X 6 DF 2100F 1.8E WEBS 2 X 4 WW Stud WEDGE Lett: 2 X 4 WW Stud, Right: 2 X 4 WW Stud REACTIONS (Ib/size) B=998/0-5-8 (min. 0-1-8), D=998/0-5-8 (min. 0-1-8) Max Horz8=-153(LC 7) Max Upli1B=-155(LC 9), D=-155(LC 9) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B-G=•163810, 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 1Job Reference (oplion _ 7.260a Aug 25 2011 NITek Induelrbs, Inc. Wed Noy 20 11:18:31 2010 Page 1 D:D2ag4170HyyC418213 W aex00. lit• 6MAE1W 9t*FMotpOdy04) a1 Tdd8iXerdu2Ju_n2tyHGJk 44-3.0 15-7.0 7-1-8 1-4-0 14.2.0 7.1-113 DEFL in (loc) Vert(LL) -0.05 F Verl(TL) -0.10 B-F Horz(TL) 0.11 D Wind(LL) -0.02 B-F BRACING TOP CHORD BOT CHORD Udell >999 >999 n/a >999 3xt0 Ud 360 180 n/a 240 Scale = 1:43 4 PLATES GRIP MT20 169/123 Weight: 88 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 reraommend6 that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer InBlallelian pulde. NOTES 1) Wind: ASCE 7-05: 90mph; TCDL=-5.Opsf; BCDL=5.0p31 11-2511; 0=451t; L=2411; eave=4ft; Cat. It Exp C; enclosed; MW FRS (all heights); cantilever left and righl exposed ; end venlcal left and right exposed; Lumber DOL.1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-05: P1vA0.0 psi (flat tool snow); Category II: Exp C; Fully Exp.; Cl= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed !or greater of min roof live load of 16.0 pst or 2.00 lime9 flat roof 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 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) B, 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 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 November 20,2C Q WARNING Ycrifdl deeyn prmundeaa ,rnrf READ NM -ESOP/ THIS AND INCLUDED I fl'EK REFERENCE PAGE MII 7473 BEFORE USE. 0400h valid !Or Use only wilt Welt ccrrectots. This design 6 based only upon paumoters dorm and Is for all lndnaclked building component Appficobifify ardesgn ppOmotels aid Proper kacorpoiollOn Of cortIPOntml p resfKrBbiify 01 t lding designer - nol toms designee. 3roGo9 shown is lax !alma exq)orl 01 hdiyiduol Web members only. A td99pld temporary taxing le e1 .ae sloWHy c6alnp construction is the rewOnslblllity of Moe elechr. Addtidnd peamonont broCkfg ❑I Iha Gomel ahuchre is fhe resp0rtdbiiIy 01 me bt 0 92 dwklrwr. Fur general guidance w2rsong I0bicoll9n Quality control. NIXOge. delivery, erection and MOON?. c< w8P ANSI/Mt Qualify CiitedO, 0t8-A9 and BCSl Building Component Safely Inbrmdton ovolllble B m Truss Pldhe hatiltfl , 781 N lee Sheol. Soto 912. Alexorrdd0. VA 22314. IrSouilium Paul I WI I tunllsr i, spirtIlod, 1hr dnsr.0 values are those Mfrr TOM 06/O1/7073 by AI.SC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 iJes "'rotas � •Truss Type 2 SCISSORS SRuGrA8, INC.. Now CoMe., CO 51647 f •1441 1.4-0 Weft 7-1-8 7.1.8 Qty Ply j HUT GARAGE EARN b 5x6 II R40936991 roe Reference (opli6Mll 7260 a Aug, 252014 Wok Irrduelalee Ina Wed Near iO 1 1.:48:92 201E Page 1 I D: D2ag417DHyyC41S2 l3WadxyXVINkencUsAziZUeUzopW t00amtliol3rKffAlY Yk ke8y}iGj) 14.E 7.1.8 144-0 9 rh Scaly - 1:43.4 Plate Offsets MY): (e.'0-1-3.0-1.12i.(8:0-3.13,0.10.5(,ID:0-1.3,0.1.12),ID.O.3.13,0. 0-51 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.36 Vert(LL) -0.05 E >999 360 MT20 169/123 (Roof Snow=40.0) Lumber lncrease 1.00 BC 0.20 Vert(TL) -0.10 D-E >999 180 TCDL 10.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) 0.11 D n/a n/a BCLL 0.0 BCOL 10.0 Code IRC2009TTPI2007 (Matrix) Wind(LL) 0,02 D-E >999 240 Weight: e4lb FT=2096 LUMBER TOP CHORD 2 X 6 DF 2100F 1.8E BOT CHORD 2 X 6 DF 2100F 1.8E WEBS 2X4WWStud WEDGE Left: 2 X 4 WW Stud, Right: 2 X 4 WW Stud REACTIONS (Ib/size) B=1009/0-5-8 (min. 0-1-8), D=817/0-5-8 (min. 0-1-8) Max Harz B=166(LC 8) Max UpliftB=-161(LC 9), D=-82(LC 9) FORCES (Ib) Max. Comp/Max. 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=0/1233 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=5.0psf; h=25ft; B=45ft; L=241t; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times Ilet roof load of 40.0 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 20.0psf 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) B, 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 Residenlial 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) Slandaid November 20,2C WARNING Ve+;/y elmegn prre uwetera lord READ NOTES ON 111I8 AM) INCLUORD MI7y6Y E.ErERENCE PAGE M//-74%51 sEroRE USE. Cosign valid for use only win, fvbTex cornrecta o.. Ih6 design n bre-ad only upon porampters shower rand Is for an individual building component ApplkvWlly of doegn p surnete s arca propel iMfxper anon or compmerd 4 ralponsIbbly of puikling designer - not truss designer- tracing shown d for lolurd a.sperl of aKRvldud web manthors only Additional Iempexelly ixoowsg to Intern trabiify during conshuction is the responstbillity of the erector. Addrtks d permr,rnet bracing of the avemil lllu[kra Is the rosponelbarty o1 the hulrtrng [Instants Far general guedrxr0e re3gaei'rlg entxiextarsl rprnlay nxrho/. stonily.• rgryrynry, nrwciL'Nr 0nd Lraelrgp. consult ANSWIPII Qaort9 Comfy. 058-09 and BC51 Building Compononl sourly Inlomie8oll avalade from Tam Plate IfMtule. 781 N. Lee Sheet. Suite 317. Alnxtndriu. VA 22314 If Southern Pine 16PI lumber isspme6ed, thedessgrt wallas are those insislrr06/01 f7014 by AL5C Mil MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 rUSS B1 TRUSFAB. INC., New Castles, CO 61047 NSS type ATTIC GIRDER 1-3.8 tF- -3 6..04 7�A ill, T7 1-3-8 .7-109 12.2.0 '110-51 �•3-7 5x6 = T S R 0 5x6 — 8x10 = 6x8 7x0 = HGUS28-2 R40936994� 2 3.Jo611e1emrlca( flat 7850 ■ Aug 23 2017 HTek kld9wma, I. Wed Nov 201116:86 2019 Page 1 I0.D2ag4170Hyy041S213WooXyXVIN-TKz7LODTpo 4za5b114KkcKUzgAEKylTATVkyyHGjf 280-0 10.5.7 18-012, 28.0.9 {H•Q 4«.9.7 rl-145 4•a-1R l-i4 x 8x10 = 1 3- S•D 4 101-12 1-3 4-02 12-a-a 4.8•i2 ti-3. 1-4-0 P O N 5x6 = 7x8 = HGUS28-2 23-0-A 24.4.0 Plata Offsets IX,Y): 113:0-2-4,0.2.01, IL_0.2-4,0-2.01. IN:Edge00.2-8], [0:0-3-8,0.3.8},IP:0-3-B U•G+ij, [R10-3$.0-6.4):, [5:0.3-8t-3.61 BARN Scale = 1:90 2 LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 4-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code IRC2009/TP12007 CSI TC 0.38 BC 0.46 WB 0.69 (Matnx) DEFL in (loc) 1/defl Ud Vert(LL) -0.22 P-R >999 360 Vert(TL) -0.37 P-R >768 180 Horz(TL) 0.02 N n/a n/a Wind(LL) -0.08 R >999 240 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 REACTIONS (Ib/size) T=7718/0-5-8 (min. 0-4-1), N=7737/0-5-8 (min. 0-4-1) Max Horz T=-668(LC 7) Max UpliftT= 177(LC 9), N-177(LC 9) BRACING TOP CHORD 2-0-0 oc purlins (6-0-0 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): G, B, L, U 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=-6610/29, D-E=-5616/45, E-F=-4606/200, F-W=-1123/0, G-W-1027/31, G-X=-1025/32, H-X=-1119/0, H-I=-4603/199, I-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=-5161717, R-S=-306/2421, 0-R=0/4315, Q-V=0/4315, P-V=0/4315, O-P=0/2437, N-O=-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-O=-9/5221, G-U=0/405 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) face 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=5.0psf; BCDL=5.0psf; h=25f1; B=45ft; L=24f1; eave=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 4) TCLL: ASCE 7-05; P1=40.0 psf (flat roof snow); Category II; 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 of 16.0 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(s). 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 ResideTltial Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi -rigid pitchbreaks 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. Continued on oaoe 2 November 20,2C Ai WARMING Ymfg design parameter. and FLEA/1 moms UN TH/S AND INCLUDED MIMIC RF_FERENCB PAGE Mt 7473 BEFORE USE. 0eaOn VOW re, we Only Wlm h41ek ccrv4lc5x1 8115 dasipn 1xx0d Y40 urxn pl20 notnrs ahrnvM1 and k Ini on individual ba0dsg component Appfic0WiIy of deago p:Y17rnelere 088 Ixaper nnaorpO1Olwn of comporklnl Is responsibility or building derigner • n01 Mns defi0ne1. Bloc g Shown a car luraid se pix1 of I1divIducil Mob tn9rr111er1 Only. Addibond temporary Luo0h7p Soiraure stability daring eonilfuCh0n k 010 +asp elibilGly Or n1n erector Ad14I1or A parrnanenl bfaCing of the 0worxxl eltuc lute is Ifta r8/p[rtWtify of Ala Ix+lditj duaipn6i. Fat 9enfxrN tbi4onera loofasrlg 1obrlcplla-s pudgy donlrW, storage. delivery- erection orld txoctr ,t c0lleit ANSI/FPII Podgy Crilnfo, D59.09 and BC51 Building Component Softly tniomlatIon wobble from 111-01. Plate Irstituln. 701 N tee Slleel, Stale 312- Notwelein, VA 71814 If Southern irrns 101 lumnrr n 1pec OW, the drugs values are chose ...Nets the 08/01 /2131 a by ALSC 6111 MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 ob Lesa jet TRu5fAS, INC„ MenCaW, CO 61047 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) Fit all nail holm whoro hongor io in contact with lumber. 16) Attic room checked for U360 deflection. Truss Type ATTIC GIRDER Oty 1 Ply HU GARAGE BARN R40936994 2 Job Reference,(ogGpne ___-�_ 7.260 • Aup 262011 PAToli Industrial, trio. Wed 1:48;36 Y013 2 I0102094170HyyC,41S213WsoxyXVIN-TKz7LDOTpe 4zaSb114KkaKUagAEKywITnf fryyHoJr 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 (lb) Vert: S= 612(F) 0=-612(F) Trapezoidal Loads (plf) Vert: C=-471(F=-271)-to-E= 428(F= 226), 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), H=-474(F= 214)-Io-l= 488(F=-228), I— 428(F=-228)-to-K= 471(F= 271) A WARNING Vrrifg dasigra jwra,uelrre cool ►till N011idl ON TEM AND INCLUDED WIER REFERENCE PAGE 1m77473 BEFORE USE E7 )0 varld l u o only iMlh Mllok xk clots ihh dolipn k based testy upon parameters srwwre and is tor an Individual building component Apf.JI cabJIly or deetin rpP �icmdfers arrd prtper incolparakan d COMpdnenl b re56. Jn9birt of tx$dnp dey3nel - nOl hu% designer. S ac,n9 shown it foe Iaroid aupparl 01 natWdud web rnaln00ri CNy. Ackfilfand lemperary bI000 rG 1r,iulc SI nI d 1y 4E,JIii at Is Ihetullwlosit.ilrlly or the ereatd. Adc8ncrrd parmaneent brOChp 01 the nveldt slruCtua Is the r(gppn11sl ly or the lxrad+sg deeiarye. Fa. general guidance regarding ketsioollen quality cannot slolpge. delivery. erection and brocesa, consult ANSI/Mil Quality Crltarla, D515.69 and BCSI Sultdrna Component 5e1 y Irilermallen ovaiswte hem Dun Plate ksIrk te. 781 N Lee Street, Suite 312, Nero Urfa VA 71314. It Soul ham Pine (SP) Wants -et it specified, Pe erupt values are those elfes t1Ye 06/01 /2013 by ALSO iTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 uoa 6988 Truss Truss Type B TRir8FA8.IHC» rNiw Guth, CO Bti547 ATTIC Oly Ply HUT GARAGE BARN 15 1 _ Job Reference (optional) 7.260 s Aug 25 2011 M17ek industries. Ire- Wed Nov 20 11:48:34 2013 Pepe 1 ID:D2ag4170Hyy041.52 3We0xyxVIN-WxrMwYBOHAktOrGyCdl2a181c9dsWCs4Wp9DRt4yWG1h •0 16-5-7 ,1133-12 -4 ET 1.4.0' P 3x6 II } 10.00 12 2x4 = 2x4 II E 5x8;/ O 6-0-4 6-0-4 C 4-3-7 4-3-7 1-10-5 0-0-4 '1.4-0 5x6 = 183.12 12-3-8 2x4 4x6 24.4.0 6.0.4 3x6 II R40936995 Scale = 1:80.5 Plate OffeelsMY}; (8:0-2.0.0•1-121,1J0-2-0.0-1.121 LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 1-4-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress !nor YES Code IRC2009/TP12007 CSI TC 0.31 BC 0.43 WB 0.79 (Matrix) DEFL In Vert(LL) -0.21 Vert(TL) -0.34 Horz(TL) 0,01 Wind(LL) -0.08 (loc) M-O M-O L O I/dell >999 >842 n/a >999 Lid 360 180 n/a 240 PLATES GRIP MT20 169/123 Weight: 181Ib 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' W4: 2 X 4 SPF 2100F 1.8E, W1 2 X 6 DF 2100F 1.8E REACTIONS (lb/size) P=1561/0-5-8 (min, 0-2-7), L=1561/0-5-8 (min. 0-2-7) Max Horz P=-223(LC 7) Max UpliftP= 48(LC 9), L= 48(LC 9) Max Gray P=1564(LC 2), L=1564(LC 3) 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=-1497/B, C-D=-1308/19, D-E— 1094/83, E-F= 381/22, F-G=-381/22, G-H=-1094/83, H-l= 1308/19,I-J=-1497/8, B-P=-1646/41, J-L=-1646/41 BOT CHORD O-P= 230/258, N-0=0/1011, M-N=0/1011 WEBS E-0=-884/117, G-Q=-884/117, D-O=0/400, H-M=0/400, B-O=0/1024, J-M=0/1024 Structural wood sheathing directly applied or 6-0-0 oc purlins except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Brace at Jt(s): Q Mirek recommends that Stabilizers and required cross bracing be I installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=5,0psf; BCDL=5.0ps1; h=25ft; B=45ft; L=24h; save=411; 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 hires has been designed for 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 trues has been designed for a 10,0 psi bottom chord lira load nonconcurrenl with any other live Toads. 6) Ceiling dead load (10.0 psi) on member(s). D-E, G-H. E-Q. G-Q 7) Bottom chord live load 00.00) and additional bollam chord dead load (10-0 psi) applied only to room. M-0 8) Provide mechanical connection (by others) of Iruss to bearing plate capable of wilhstartding 100 111 uplift at joinl(s) P, L. 9) This !rustle designed In accordance with the 2009 International Residential Code sections R502,11.I 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 U360 deflection. LOAD CASE(S) Standard November 20,2C WARNING Verify design parwneters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU 7473 BEFORE USB. Deign valid for use Onlyxillh, M'tok Cnnrteafivs. This aoslgn is based dniy upon ppraxn61ers shown, and is for an individual building component. Applicability orderfgn p«arrsilea anal fx eleolparohon of component isresponel 4p flawing of building designer • not MISS desigrlrng shown 5IM lateral Rlpf)od el ind ddual web n - only Milken! temporary bracng (anwe stability doing coruhucllon is the rmporlsa:lity of the erector Adetional permanent proe ng el the overall structure Is the responsnary nt the tvildng domlpnee. for general guidance regarding hltric.ulfort quoinya>xrlwA. slorogo. ddmxy. erection. arld dr60910. Conwi1 ANS1r7211 niwllly CA$eiIP, 0S8-59 and BCSI Building Component Seely Inhrmolion available from Truss Plate In6fihlle. 701 N Lee Skeet. Suite 312. Alexandria VA.22314. II Sourhorn prop ISn) lumber is specified, the dusl/fl values are those effective 06/01/X013 by A1.SC Mi%k' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 fah 6988 cirtr18: Tru9s Type C .GIRDER TRUBFAB. INC. New Castlh 81847 3.91 3+0 A 4x6 Ply HUT GARAGE BARN R40936996 I 2 !_Job Reference (optional) 725e s Aug 25 2011 rA7ked ek uslriH, Inc, Wed Noy 2d11:483:98 9l3 Pass 1 ID:D2ag417D1-IyyC413213WaoxykViN•TKx7LODTpo_4raubI4lO KXIg1ICiOidiTANkyyHGjl B Li D 2x4 II 3940 C 4x6 - 3.9.0 LOADING (psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.00 (Roof Snow=40.0) Lumber Increase 1.00 TCDL 10.0 Rep Stress Incr NO BCLL 0.0 ' Code IRC2009/TP12007 BCDL 10.0 CSI TC 0.15 BC 0.02 WB 0.01 (Matrix) DEFL in (loc) I/dell Lid Vert(LL) -0.00 D >999 360 Vert(TL) -0.00 C-D >999 180 Horz(TL) -0.00 C n/a n/a Wind(LL) 0.00 D "' 240 Scale = 1:23.0 PLATES GRIP MT20 169/123 Weight: 54 Ib FT = 20 LUMBER BRACING TOP CHORD 2 X 6 DF 2100F 1,8E TOP CHORD 2-0-0 oc purlins: A-B, except end verticals, BOT CHORD 2 X 6 DF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 WW Stud 'Except" JOINTS 1 Brace at J1(s): A, B W 2: 2 X 4 SPF 2100F 1.8E REACTIONS (Ib/size) D=571/Mechanical, C=571/Mechanical Max Horz D=-127(LC 3) Max UpliftD=-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-D=-536/189, B-C= 536/126 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=5.0ps1; BCDL=5.0psf; h=25f1; B=45ft; L=24ft; eave=4lt; 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 4) TCLL: ASCE 7-05; Pf=40.0 psi (flat roof 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 20.0ps1 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) except (jt=Ib) D=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/FPI 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 (pit) Vert: A-B=-310(F=-210), C-D=-20 November 20,2C 0 WARNING Vcrl(dr di..s urenicie a autr READ NOTES ON TUTS AND INCLUDED MUSIC kEF Ri CE PAGE 9II7 7473 BEFORE USE. Valid lot e46 only rah h Meek connec lnn thJid rv+n based only upon paornefers shown. and a fa an individual buldng camppnen! miry of design porarlxetew and poper incorporation of component h i • fry ru hukfang designer • nor truss 41ennat. grocing rhowr, ter In1et[i i.4 poiI d1 individuli web member; oNy Addllonal Ieinpott y W 10 insure frati lty durb-p oorcyuxHM b the relpwneb5 of 11-1e emote( Mkidi0nd permenenl bockg of the overall atauchre h Iho rospons5jilily of The Wading Osaka -let. for general guidts oe rvgordny lalx1C08xn, quddy central• eloeope. dolNory. erectlpn and brxdno, consul! AN5111Pt1 Quality Cdtorta, 058.69 acid 6C54 Su9ding Compdnuni Safely Informa8ee available horn 'fruit Prole Institute. 781 N Lee Steel. Bute 312. Alexondrm. VA 22514 115ornaern Pine ISP)luraber is wreifred, rho dcii9n vaiunsue chute tiny cIN* 06/01/7013 by AL.SC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job 6988 Truss D Truss Type COMMON City 6 Ply HUT GARAGE BARN R40936997 TRUSFAH.INC„ N41ye1647 1 -1 14 1-4-0 2-9-0 2.3.4 2.3.0 23-0 Job Reference (optional) 7.250 a Aug 252011 1.1170 indualr8R 18C- Wad May 20 11:48:37 2013 Pape ID D2ag417DHyyC41S213WaoxyXVIN-xWXVYZE6a57xbkgnJObZHgsiU4cg3Z1SigR5I 0yHGje 4-6.8 I 5 10.0 23.0 i-4.0 4.8.0 2 3•0 Scale = 1:18 6 Plate Offsets[X,Y): IB:0.2-B4O.0.8L [D:0-2.8,0•0-81 LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 • MIX 10,0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code IRC2009/TP12007 CSI TC 0.14 BC 0.06 WB 0.06 (Matrix) DEFL in Verl(LL) -0.00 Vert(TL) -0.00 Horz(TL) 0.00 Wind(LL) -0.00 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 Left: 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 Horz B=56(LC 8) Max Uplitt8=-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 (loc) B F D F I/dell >999 >999 n/a >999 Ud 360 180 n/a 240 PLATES GRIP MT20 169/123 Weight: 31 Ib FT = 20% Structural wood sheathing d racily applied or 4-6-0 oc purlins. Rigid ceiling 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=5.0ps1; h=251t; B=4511; L=24ft; eave=411; 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 psi (flat root 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 for greater of min roof live load of 16.0 psf or 2.00 times flat roof Toad 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, D. 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/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 WARYTHt7 Varif1 duly, .promoter and REED NOTES OM TESS AND INCLUDED finTEK REFERENCE PAGE Mr 7474 BSFORE USE. LLaty. yrdyd 1p t as1 o0ly w11h 1ST* tn.-eclat. This ecrsiB , a brood only upon pdprm910rs uwwn. old a fp m indiwduc txkding r-nmpervint Applk:obilify 01 design ppaaframeteel pecp.Bl Incapc6allM of componer4 ri rH dl Lwrctnq dea4n6l - non 1ft9s c164V1ar- 9rockvP t+tovm 161w !word Support of hdvkthJc web rmemboet only. Addllional tomporcry 1x00 to inane nrbAly bring [:1'uslrucli.x, is the rasponlYb6uty of the arOcln Ad19lk1n01 pefmpwAt Ixncin8 d Iha overdt sliockao a the rospondbllly e1 Iho Wlfdirg detlQnee Foe j1unefal guidance regrading Iabeicolon;etuardly conlyd, aterogo. derisory. erectrori and trocing. conWll ANSI/TPl1 Qao8ty Criteria, 018.89 and ACSI Building Component Sdofy Intormollen wallotla born Truss Prole Ir8mfuta, 721 N. Late Street, Sudo 312. Alaw.aldda VA 22314. If Saul hoed Pula PI lumber u specKed, the detrpn vafuas are +hose etfec tea 08/01/2013 by ALSO 1411 1 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 MiTek Truss 6998 0-Gas TRu5PA9, INC.. New G In, Cd161 E47 LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 ' _BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF 2100F 1.8E BOT CHORD 2 X 4 SPF 2100F 1.8E OTHERS 2 X 4 WW Stud 2x4 !Truss Type 2k6 DROP SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code IRC2009/TP12007 2- 2 1 2-3-0 4x6 = 441.0 NOYPARAGE BARN R40936998 Job Reference jpptioneg-- 7260 a Aug 2S 201 I iitTrfk Iiorotrlpy Inc. Wed Nw 2011:48:7B201E Ps. D-D2ap417014wC413219WauayXV/N•Pl$bnvEkLPFOCuFLs766r.iPuETxXoubbwLiaferyHGja 4.5.0 23.0 2x4 \\ CSI TC 0.06 BC 0.02 WB 0.04 (Matrix) 440 DEFL in (loc) 1/deft Vert(LL) n/a - n/a Vert(TL) n/a - n/a Horz(TL) 0.00 C n/a BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) A=I8614434 (min. 0-1-8), C=166/4-6-0 (min. 0-1-8), D=173/4-6-0 (min. 0-1-8) Max HorzA=-43(LC7) Max UplittA=-31(LC 9), C= 31(LC 9) FORCES (Ib) - Max- Comp/Max. Ten. - All forces 250 (Ib) or less except when shown. L/d 999 999 rile 0 Scale = 1:13 6 PLATES GRIP MT20 169/123 Weight: 13 Ib FT = 20 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 required class bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=5,0ps1, BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and 411 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 Details as applicable, or consult qualified building designer as per ANSIITP1 1-2002. 3) TCLL: ASCE 7.05; 12f=40.0 pal (flat root snow); Category II; Exp C; Fully Exp.; Ct= 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 psi bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20 Opal on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit 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, C. 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. LOAD CASE(S) Standard November 20,2C Y WARNING - Vr if9 design parameters and READ NOTES ON 77116 AND INCLUDED MITER REFERENCE PAGE MD 7473 BEFORE USE, Ikxign valid locale only with MiTek carne Toe.. Ihhrknlp, C.Iwmrd Wily upon parameters shown, and is for an individual building component Applicability al dosgn parameters cnd proper snecoporoecvl of c+xnpoM1anr it reipon88Iuty of building designer not truss designer Bracing shown e Fos tenter suppdre oI rwwvldud weblrrernboesgnly Additional tampornry wrr,np to wave stability daalg conshuciton is trio rocponabillity of the arecto AddiIond pvxmonenl daring of brie overall structure is rip retpomeb ilfty of trio asudysg dedlgnet. Fu general guidance regarding fabrication, quality Can6Cr•, scrap& dei8Nary. erection avid bracing. carnal? ANSNIPII pidlly celerio, 09B•64 and RCS! Bullring Component Safely Inlwmokon avralabln Irom buss Mote lret lute, al N Lee Sireel. Stole 317. Alexandria VA 29314 II Southern Piny IS8)irrmber Issne[tlied, the design values are those effect lye04/01/2013 by ALSO 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 rJob Tato 6799 At lAIU6FA8,114C„ Nrwr CriAM. co 31017 -2-00 } 2-0-0 3x10 = Truss Type HALF HIP 7-3-1a 7-3-12 7.9.12 1.50 i 12 tTy Ply CARPORT 1 [HUNT lob Re1Prerlce (optldtwq ... _ 7A50 is Atio 25 2ot2ot 1 Oleic Manner. Inc. Toe J1e PC OBA1:o 2013 Pape 1 ID:cEk8jbF1NazjuAMWe129SC•x72wp 1048T2W5Trpm0RoBGOps17n5uyNAGL04ObJzOyxr5r 1 12 5- 7-312 Plate Ousels;X,Y): 1B:0-2-4,0-1-81 LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 7.0 BCLL 0.0 ' SCDL 5.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress lncr YES Code IRC2009/TPI2007 LUMBER TOP CHORD 2 X 4 SPF 2100F 1.8E BOT CHORD 2 X 4 SPF 2100F 1,8E WEBS 2 X 4 SPF 2100F 1.8E 'Except" W3: 2 X 6 DF 2100F 1.8E, W1: 2 X 4 WW Stud CSI TC 0.79 BC 0.52 WB 0.62 (Matrix) I REACTIONS (Ib/size) B=855/0-5-8 (min. 0-1-8), E=604/0-5-8 (min. 0-1-8) Max Horz B=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 (lb) or less except when shown. TOP CHORD B-G=-2630/550, C-G=-2578/557 BOT CHORD B-F=-621/2556, E-F= 621/2556 WEBS C-E=-2493/595 DEFL in Vert(LL) -0.22 Vert(TL) -0.31 Horz(TL) 0.04 Wind(LL) 0.10 BRACING TOP CHORD BOT CHORD (loc) B-F B-F E B-F 1/defl >665 >458 n/a >999 R40046510 5•t-12 Scale: 112'=1' 5x6 11 D 4x6 = Lid 360 180 n/a 240 rn PLATES GRIP MT20 169/123 Weight: 39 Ib FT = 20% Structural wood sheathing directly applied or 2-8-1 oc purlins, except end verticals. Rigid ceiling directly applied or 9-11-1 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; TCOL1.2psh BCDL=3.0pst: h=2511: B=45tl: L�4f1: eave=4tt; Ca1. II; Exp C: enclosed; MWFRS (all heights): cantilever left and righl exposed ; end vertical left and right exposed: Lumber DOL.1.93 plate grip DOL=1.33 2) TCLL. ASCE 7-05; Pt=40.0 pat (flat root snow); Category II; Exp C; Fully Exp.; 01=1.1 3) Unbalanced snow loads have been considered for this design. 4) This Truss has been designed for greaser of min roof live toad of 20.0 psi or 2.00 limes flat root load of 40.0 psf on overhangs non -concurrent with other live loads. 5) This Truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 6) ' This Itu15 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 Ib uplift at 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 RB02.10.2 and referenced standard-ANSI/1-PI 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 July 10,2C WARNING Vnil rlsuiyn pu c mrferc uteri READ NOTES ON THIS AND INCLUDED MIMIC REFERENCE PAGE MIS 7473 BEFORE USE. 0e110n valid lot use ceLv mih MickccrVlecltlel Ttia design isbched airy upon pdranwlors1tawrr and h fix an indnmival 4udinQ carnprnent Apptecob111y of desgn ppremuferi. and (sops frtcafcelo4i0n of component broiponSblI1I' of bull dInpdel;grwl nut 1104deolg1101 graceipdhows b to 'clad x,pp xt 01 ra.lixdu9t web members only. AdOlband temporary boCtng to 111RMe xla5ay curing COn111trc900 la tie omponstilICy 01 the .re0101 Additional peuYKrwnt IC:NAV et the 0veral i5uC?We qi t he lespolsib5t6 01 the building designer. Fa genefo1 9..kt Ice reg01d.sg labrICOIWI qudtey =aid. tt0 7ge, dalarery..eteclion and baor'9. 0119u41 ANSI/1P11 Cuddy Gerona, 0SS-04 and SCSI' fulldng Component Stalely Inrcnnodan dvalnbd horn truss Plot* Institute. 781 N tee Shoot. Suits 312. Alexnrrdrin. VA 22314. 11Sou111ernP9rea Pitt/mbar it specified, the dea1Xr1 vahle5 ar. Those 4-blrwSrre D6/01/2013 by ALS( MiTek 7777 Greenback Lane, Suite 109 Carus Heights CA, 95610 IJob . 1670 FUSS Truss Type A2 HALF HIP TRIJSFAS, WC, New Gioia, 51047 •2.0-0 24-0 1 R400465111 Job Reterenceiophanat) - • 7.254 s Au 25 2011 task Ir,deVMes, lna, Tue Jul 09 09:01:45 2013 Pipe 1 I D. c EkSj bF1 NatjuAPIMd2o3CO2wp•A5 W ]i rvXjECxUOLUOg7108.BJH3MxivuOMAi LlssVyq yrrS 7.3.12 I 104-0 1 12 S-6 1 7.3.12 2.9-4 2.5-B n 1 50 12 10-041 meal- Ply H7 [`A RC FIT I. 104-0 Plate Offsets (X.Y): IBA & iA 6 21 LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 7.0 BCLL 0.0 BCDL 6.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Inc(' YES Code IRC2009/TP12007 CSI TC 0.77 BC 0.52 WB 0.91 (Matrix) 4X6 = 124 -B 2-54 Scale = 1:24.8 4x8 = 2x4 i DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) m -0.19 -0.36 0.04 0.08 (loc) B-G B-G F B-G 1/dell >773 >404 n/a >999 Lid 360 180 n/a 240 PLATES GRIP MT20 169/123 Weight: 39 Ib FT = 20% LUMBER TOP CHORD BOT CHORD W EBS 2 X 4 SPF 2100F 1.8E 2 X 4 SPF 2100F 1.8E 2 X 4 WW Stud 'Except' W4: 2 X 6 DF 2100F 1.8E REACTIONS (lb/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 Uplif1F=-171(LC 6), B=-293(LC 5) Max GravF=614(LC 15), B=1113(LC 15) 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=-2727/638, C-H=-1157/218, D-H=-1127/220, D-I=-1118/224, E-I=-1120/224, E-F=-606/149 BOT CHORD B-G=-677/2646 WEBS C-G=-1595/459, E-G=-225/1175 Structural wood sheathing directly applied or 2-9-12 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): D-E. Rigid ceiling directly applied or 6-0-0 oc bracing. 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. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=4,2psf; BCDL=3.0psf; h=25ft; B=45ft; L=24ft; eave=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; P1=40.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1, Lu=50-0-0 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 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 ponding. 6) This Truss has been designed for a 10.0 psi 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 ANSIRPI 1. 10) "Semi -rigid pitchbreaks including heels" Member end 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 buss TC w/ 2-1od flails. LOAD CASE(S) Standard July 10,2C WARNINO Variljr cica.fgn pwwireters 41,1iJ READ NOTES ON TIM AND INCLUDED M!TFJO REFERENCE PAOE 8d7 74 73 BEFORE USE. Dabtin udttl Mr Ias oily rlhl milel! acshecldrs. lh1i,]e6gn i Wee] orgy upon mammon,. mownand a lwr on naryX7uc4t uIdnQ conlep11an1. A n ti LdNy al deiprIxraMelerc pod papal inner aofion of campmate if r86fxslsbilry al 6Wdoa ng designer • t MIAs canape'. ape'. &acaq ihowi1 5 In Minn' 'rpm, of sW W5u1t w,uh rtwAnivrn only AFkT.nnrW lamp -sexy txdtslg le insure datilty d coniMucllon n Ma recpen6Wl1ty of tt1e erector Atsdlh[nd permanent bracrg 01 the (veto! Muafue 4Ihe respe albany nr the Mak:ling designaa. For gcnoro1 gkidcnco regordng Idxirasttrn y.rtl[,ly DPn801. Vacate. 114VMy, etecIkon Bid Lr4r'g COMO A1{S7IP1) Quality Clllwlo. OS8.89 and 6C.21 80rfneConlponenl Safely Informalian avdotie from Tam Rale In9Muhi 781 N tee Sheet, $utle 312 S excndrm VA 72314 !I Snurhrrn Pine NM Iurnam itipeiifird, the aeylpl tralusu are those effective06/01/2013 by AisC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type PLY HUNT CARPORT R40046512 6799 I HALF HIP TRUSFNA INC,. New Cavite, CO alei7 2U-0 A3 lay 1 1 Job Reference (optional) 7450 s Aug 26 20/ 1 h6Tak Inehtelees. IA . Tue Jui 09 i19.01:45 2013 Page 1 ID:cEk8jbF NazjuAPbWa2oSCff2wp•AaellterX1EG7cdObtl0g71(teBJJeMyh59MJgLsVgyzrSq 8.0.0 12.5.8 2-0-0 4-5-8 6-0-0 1.50 FIT 8.0.0 8.0.0 2x4 5x6 = H 12-5 4-5-e Scale = 1:24.8 3x6 = PlateOPfaetlz fx'n: 18.0.2-4 0-1.81 TD:0.2.0 0-1-81 (E:Ed13e,0-1 •B3 LOADING (psf) TCLL 40.0 (Roof Snow-40.0) TCDL 7.0 BCLL 0.0 • :L*L 50 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 SPACING 2-0-0 Plates Increase 1.00 Lumber lncrease 1.00 Rep Stress Incr YES Code IRC2009/TP12007 CSI TC 0.60 BC 0.48 W B 0.90 (Matrix) DEFL in (loc) Vert(LL) -0.18 B-G Vert(TL) -0.29 B-G Horz(TL) 0.04 F Wind(LL) 0.10 B-G 1/dell >787 >490 n/a >999 Ud 360 180 n/a 240 REACTIONS (Ib/size) F=604/0-5-8 (min. 0-1-8), B=855/0-5-8 (min. 0-1-8) Max Horz B=58(LC 4) Max UpliftF=-170(LC 4), B=-293(LC 3) MaxGravF=604(LC 1), B=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=-482/1761 WEBS D-G=-25/301, D-F=-1569/409, C-G=-886/254 BRACING TOP CHORD BOT CHORD JOINTS PLATES GRIP MT20 169/123 Weight: 39 Ib FT = 20% Structural wood sheathing directly applied or 4-1-7 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): D-E. Rigid ceiling directly applied or 9-2-7 oc bracing. 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. NOTES 1) Wind: ASCE 7-05; BOmph; TCDL=4.2psf; BCDL=3.0pst; h=25ft; B=4511; L=24f1: eave eft; Cal. 11; 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 ps1(llal roof snow); Category 11; Exp C; Fully Exp.: C1=1.1, Lu-5 -0-0 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 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 ponding. 6) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 7) • This truss has heap 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 170 Ib uplift at joint F and 293 Ib uplift at joint B. 9) This truss is designed in accordance wish the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pilchbreaks including heels" Member end 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. LOAD CASE(S) Standard July 10,2C WARMNU Vvijg [resl4[r pnrr totems rsrld READ NOTES ON Tws AND INCLUDED rarsKRCFERSNC& PAGE all 7473 PEFORE USE. Design valid los u69 Only W111 Mite* cwul1olns htia do-4n n b0Kv1 orgy upon asR-smokers thewn. rid a to rYr lnr#vlckxy balding enmprngnl Appscobary al deign pptanleten pod propel Incolperarkn W CLYnpolanl 01,1forrilibility of !Adding de99Ilor • nal lft$5 deff9nm 11100119 ghcvn IS tot ioi rd k4 port of inciMoud web members only. Additional lempecaty bracing loin:me slat:Ably doiitsd err uCtiOe ruff>cryritaiN of too exec Iv Ade:4150nd Odirr4meN Cbocng el the ove1dl ihuc lure ks Ina leapanebikity o11rwe txuldntp design,. Fos 'wawa! cftaciurifle report ng rpl:+rc0hon, gunlllyc 11tSd. *usage. ddrary. 014056n ers1 b(0 O. eonsull ANSV1P1.1 Qijdily Cr1lerto, DtB-BA and BC51 Building Conlpononl Solely Intonation as.ciablo Vain buss Prole xlihtule. 781 N. Lae 5lydet, Sulfa 312. Alexandria VA 22311 lISeulri.re Pine ISP) Hamer./ is rpptlnen, the drills values are thole velecrier 06,141/7:013 by ALSC MiTek 7777 Greenback Lane, Suite 109 CONS Heights, CA, 95610 Job 6799 T russ A4 1WJIFAB, INC., Near Castle- CO a1647 x•4o 2-0-0 1.50 1z Truss Typo HALF HIP MASTER 6.0•0 6-0-0 rIO1y p,y HUNT CAIPORT 1 2 IJob Refeonce NpLiurrlj_ 7.950 s Aug 25 2011 MITak A1dgMOM. Inc. TW Jul 09 09S1148 3013. Per. 1 ID:cE300r1NrupArbWn2aCCO:hep•enCu rXM7W3UdlaeOgr860aWMmFXeriWnrICRCIasCp 9.2.12 1244 3.2.12 3.1.12 8x10 D 8x10 - R40048513I Scale: 1/2•=1' 8x10 = I 6-e-0 1-14 125.E 13-9-0 34-0 3414 I Plate Offsets 0(.11: 19:0-5-4 O-D-21,1C:0.3,B O-3.O1r [DOS-D,O-2•O1 1E:0-5.0,420 LOADING(psl) SPACING 2-0-0 CSI DEFL in (loc) 1/dell Ud 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 Inca NO WB 0.77 Horz(TL) 0.03 F n/a n/a BCLL 0.0' BODL 5.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.13 H >999 240 Weight: 94 lb FT = 20% LUMBER TOP CHORD 2 X 4 SPF 2100F 1.6E BOT CHORD 2 X 6 DF 2100F 1.8E WEBS 2 X4 WW Stud'Except' W4: 2 X 6 DF 2100F 1.8E REACTIONS (1b/size) F=1719/0-5-8 (nlin. 0-1-8), B=1452/0-5-8 (min. 0-1-8) Max Horz B=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 (Ih) - 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 reclly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): C-E. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at JI(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 al 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 if noted as front (F) or back (B) face 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=4.2psf; BCDL=3.0psf; h=25ft; 8=451t; L=24ft; save=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 pst (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 roof load of 40.0 psi on overhangs non -concurrent with other live Wads. 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 20.0psf 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. 10) Provido mechanical connection (by others) of truce to bearing plate capable of withstanding 459 Ib uplift el joint r and 461 Ib uplift at joint B. 11) 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. 12) "Semi -rigid pitchbreaks 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. 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 Iruss(es) d (1 ply 2 X 4 SPF), c (1 ply 2 X 4 SPF) to front face of bottom chord. Continuedon page 2 July 10,2C A, WARNING Verify design parametrcr n and READ NOTES ON rum AND INCLUDED MITER REFERENCE PAGE AEI- 7473 BEFORE USE, Dwicjn vulidf fur use or sly will r t 4Tek L ,.. .n_tun. II ss clungn bcessa only upon parameters shown, and Is for an Individual building component Appllooa9ty of design vpao�rarneler. and proper incwFxxal1rr ❑I curnponorl is responlitrilly of 1'nddng designer - not truss designer. Bracing shown else Iganry u;ycor of YxAvklere emli rnerrdlers rray arx9IImd lnmfarrryy txnr-Ipp rorrHVrt slnf616 d„ring construction is the respansibillity of the erector A.d.Lhond pa,mmeprsnsbSor Ol nl se of the overall 'trucker) is Ih0 resry e bu8cWrg designer. a general gL*w nee repprg61q rotocOhr s quality control doroge. detawy- awcls, wild 11oaing- cons ll ANSI/i .11 Quality Criteria, B58-Bq and BCSI BWkArly Component Swofy Inforrrwtlen ovolgt11e from hula Hato Institute 781 N Lee 5lreef. Suite 312. Alexandria VA 22341 If 5esaISern Rings (uq lumber is Sees In ed, the design values are those effective 0603/3013 by AMU. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 +JL+b Truss toss Type Oly Ply HUNT CARPORT R40046513 B7e9 M HALF HIP MASTER 1 t 2 lob Reference (optional) I TRUSFAB, INC . Nun Caul.. CO 81647 7 7501 Atvlp 25 2011 Wok Industries, to Tee Jul 09 093714720i8 Pape 2 10:cEke0F 1 NazinA l3bW aBoSCYI2+W-7arnF5bY_mg8LFudrnxYMUcPtl3AemNeifrrl, ga2)ytrSo NOTES 15) Use Simpson Strang- Tie LUS26 (4-10d Girder. 3-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max starling at 8-0-12 from the left end to 10-0-12 to connect iruss(es) d (1 ply 2 X 4 SPF) to front face of bnnom chord, 16) Fill all nail holes where hanger is in contact with lumber. 17) Hanger(s) or other connection device(a) shall be provided sufficient to support concentrated load(s) 273 Ib down and 65 kb 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 (pit) Vert: A-C=-94, C-E= 94, B-F-10 Concentrated Loads (Ib) Vert: F=-273(F) H=-895(F) J= 273(F) K=-273(F) Q WARNING- Vergb design parameters and READ NOTES ON MIS AND INCLUDED MITER' REFERENCE PAGE ffii-7473 BEFORE' USE. pesgn valid for use only with hNekccnne1o(L The. daslgn Is based only upon poi al et.en shown. and is for an individual huictsx1 component Applicability o1 assign p[Rameiers and proper ieCorporatiOn of oompCnonl 6 fasponsi Wily of hording de -signet - nal hus kniyrwl. lirora1g shown Is tot lotuial suppal d ndiyeud wets marnbefs only A kAtianal temporary brocing to insure slob 1 durrng construction it IS reeapen6Whty of the erector Adrsiacrtol permanent a/rcing al IIw ever all shuclue is Me resp, n6b 15 of the buVcang designer for general Ocktaco ragardng 1atstcoltOR quofsy caned, Manna. tle*rery. erection and bracing. consult AN91J1Ftf Qualify CdHrria, 05649 and BCSI 6ulldng Component Safely Int'arrnalca rava8otle from Truss Rate Institute. 781 N Lee S eel. Suite 312. Alexandrl a VA 22314 If Southern Pine ISM lumber IS forscittad, the design valuer i al it 1 ha.e atreeter* 06J01 /7013 by AISC ail MI MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95810 Job 6799 TRl12FAB. INC., New-0utle, CO 81847 2-8-0 A Pla>a ()Item (X,Y): [8:0-5-7,0.0-21 LOADING (psi) TCLL 40.0 (Roof Snow=40.0) TCDL 7.0 BCLL 0-0 DI 5.0 LUMBER TOP CHORD 2 X 4 SPF 2100F 1,8E BOT CHORD 2 X 4 SPF 2100F 1.8E WEBS 2 X 6 DF 2100F 1.8E'Excepl' W1:2X4WW Stud Trues Type :CORNER W/FI_TERB 4x12 = B Oty y 14VN11 CARPORT R40046614 3 1 _ Job ReBxence (cplionaly 7.290 it Aug 26 2011 MITek irduelnoe. Inc Tee Jul 09 09d11:17 2013 Pape 1 ID:CEk8jbF1NazivAPbW92*SCO2wp-72mF51sY ns6tFudmxVMLfrPdkA8FNgX1m_gx2JyxrSo 8.04 i aS-13 6-0-0 1-06 12 3x4 = 2.5.13 Scale = 1:20-6 8.5-S3 C 3x4 2x4 II D E 4x6 = SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr NO Code IRC2009/TPI2007 B-5•t3 CSI TC 0.75 BC 0.40 WB 0,40 (Matrix) DEFL in (loc) Vert(TL) -0.19 B-E Vert(TL) -0.35 B-E Horz(TL) 0.01 E Wind(LL) 0.00 B I/dell >498 >277 n/a Ud 360 180 n/a 240 PLATES GRIP MT20 169/123 Weight: 25 Ib FT = 20% REACTIONS (lb/size) B=633/0-5-8 (min. 0-1-8), E=548/Mechanical Max Horz B=55(LC 4) Max Uplif1B=-286(LC 3), E=-185(LC 4) FORCES (Ib) - Max. Comp./Max. Ten, - 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 BOT CHORD 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 required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=3.0psf; BCDL=1.2psf; h=25ft; B=45ft; L=241; eave=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; Pf=40.0 psf (flat rool 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 Ilat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 286 Ib uplift at joint B and 185 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/TPI 1, 9) "Semi -rigid pitchbreaks including heels" Member end fixity remodel 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 Increase=1,00, Plate Increase=1.00 Uniform Loads (plf) Vert: A-B=-94 Trapezoidal Loads (plf) 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, B- 53) July 10,2C WARNING Verify design parwnefrra and READ NOTES ON 77-1IS AND INCLUDED MRT73R REFERENCE FADE Mil 7473 BEFORE USE, Design valid fur use or iIy wtlh MITek connectors. This design Is bused only upon poramelels shown, and Is for an Individual building col riper went Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer- Bracing shown k for lateral support of individi inn web members only Additional tampornry bracing to ins re stability di wing constn ictinn is the resrvvrsihillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer- For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N Lee Street. Suite 312. Alexandria, VA:'2314. If Southern Pine {SP1 lumber is specified, the design values are those effective ore f01 f 2013 by ALSC MiTek 7777 Greenback Lane, Suite 109 Cdrus Heights. CA, 95610 Job truss 6799 TRUBFAB, INC., NOW Castle, CP 91617 1 A -2'Po 2-0-0 Truss Type JACK 3x6 1.50 12 Uty jPly HUNT CARPORT 11 Joh Reference (optional) 7.250 aRRiupp 252011 h5Tsx Ndluti14s. Inc. Tue Jd0A 09:0IA72053 Prig!1 IDreEk8jbF1NazjuAPbWe2a$CO2wp-72mF5hY mg9LFudmWMLIcPeaAi2Nmllm_grilyzrSo &0-0 3x4 = 6-0-0 6.0.0 1.5x4 I c D 1.5x4 II R10049E45 Scale = 1:15 2 Plate Offsets (X,Y): 113:0.5.4"0-0.21 LOADING (psf) TCLL 40,0 (Roof Snow=40.0) TCDL 7.0 BCLL 0.0 ' 9CDL 5.0 LUMBER TOP CHORD BOT CHORD WEBS SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1,00 Rep Stress Incr YES Code IRC2009/TPI2007 2 X 4 SPF 2100F 1.8E 2 X 4 SPF 2100F 1.8E 2 X 4 WW Stud CSI TC 0.70 BC 0.16 WB 0.00 (Matrix) REACTIONS (Ib/size) D=250/Mechanical, B=546/0-5-8 (min. 0-1-8) Max Harz B=53(LC 4) Max UplitID=-70(LC 4), B=-217(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. DEFL in (loc) Vert(LL) -0.05 B-D Vert(TL) -0.08 B-D Horz(TL) -0.00 D Wind(LL) 0.00 B BRACING TOP CHORD 1/dell >999 >826 n/a L/d 360 180 n/a 240 PLATES GRIP MT20 169/123 Weight: 17 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 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, NOTES 1) Wind: ASCE 7.05; 90mph: TCDL 4.2pat: BCDL=3.0ps1; h2511: 9=451t; L=24th eave=4th 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 psi (fiat roof snow): Category (1: Exp G: Fully Exp.; Ct=1.1 3) This 'truss has been designed for greater of min root live load of 20.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non•Concurrenl witil other live loads, 4) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 5) " This buss has been designed for alive load of 20.0psf on 1ha bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fil between the bottom chord and any other members. 6) Refer to girder(s) tar truss 10 truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 Ib uplift at joint D and 217 Ib uplift at joint B. 8) This muss is designed in accordance wlltt the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/Mil. 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 Q WARNING vvt(jr deyiyn parruru-N"ru tied READ N0775;S ON THIS AND 1NC1.rlABD A111"EK RRFERENCS RAGS Ap1-7473 IISPORY, USE. Design valid for we 0.4 with Kink cortnectdr- h`isdefb9n b baled arty upon r]arprnelors shoat and is 1.01 urr rxAViclud txHdng extcnrnrrenl Appacorety of design permneten and prone/ incorp colon of cnmporlen1 It • Ay e1 building designer - not hula desiyre r Banc r t +hove is Ia. xileret support el ndrvidual edit nrarraxas only. Addlliceral temporary broc le Insure dawairy firing 00ntlftr05on is one respvn9hilhfy c4 rim erector AdQinond pnrrtxnml grocrs o tt1e ovelon shuchre elhe redgwMGlhry of ltw budQm9 des9)na* For genArol guidance:ego/alio fabrication, rluWAy r_onlyd. ata0129. d®hvery, erection and 1310c5ng. consult AN6f/rPl1 Gu rlty Crlk irks, D98.59 and BCSI 6utI n9 Compr neat ISnfoty r? lama &fool ct91d Sour/tom Pinne(5 Iumbel s%pKfled the those 06/01/20 ALBC 11111 MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 :6794 Truss Trua6 Type e 7T IJSFAB.INC, Nero C 816a7 I 2.0-0 3x8 II 0-0.11 : COMMON 8-0-8 8-0-0 ( 12-0-0 5-1i-5 oly 5x6 = D MHO CARPORT 9417JJot Rolm nca (optional) 3.250sAug 282011 MTeklndlWrlee,Nc. 1l,Jli0910:}0282012 Peppee, I D:c[kOjbr1 NosjuArbWe2oCCz:72wp•c2tOrf Ml8Y750Vdrzllbel ztal ulTF_pM3sl ITvyyzgld 17-J I.5 24474 H 3x12 M18SHS- 15-11-5 7.11.1 Ply 8.11.5 6-0-11 G 4x6 = 1.5x4 24-0.0 8-0.6 Scale = 1:43 2 3x8 I I -1 Piale Offsets tX,Y): [B:0-0.3,O.2.1 L JB:17.2.14,0 9•a] (F:O-O.3,a2 11, IF:0-2.14.04.41 LOADING (pst) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 • 10.0 SPACING 2-0-0 Plates Increase 1,00 Lumber Increase 1.00 Rep Stress Incr YES Code IRC2009/TP12007 CSI TC 0.89 BC 0.75 WB 0.80 (Matrix) DEFL in Vert(LL) -0.26 Vert(TL) -0.48 Horz(TL) 0,11 Wind(LL) 0,10 (loc) G-I G-I F G-I I/dell >999 >584 n/a >999 Ud 360 180 n/a 240 PLATES MT20 M18SHS GRIP 169/123 197/144 Weight: 75 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 WEDGE Left 2 X 4 WW Stud, Right: 2 X 4 WW Stud REACTIONS (Ib/size) B=1650/0-5-8 (min. 0-2-2). F=1402/0-5-8 (min, 0-1-13) Max HorzB=53(LC 5) Max UpliltB=-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 B-1=-508/3501,H-I=-336/2538, G-H=-336/2538,F-G=-542/3651 C-I=-674/181, D-1=-95/917, D-G= 128/1033, E-G=-766/205 BOT CHORD WEBS Structural wood sheathing directly applied or 2-2-0 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=4.2psf; BCDL=3.0psi; h=25ft; B=4511; L=2411; eave=411; 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=1.1 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 psf 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 20.0ps1 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 lb uplift at joint(s) except Qt=lb) B=320, F=213, 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 July 10,2C W ARNIM Yr. idadyu put wnaM • um! READ N7TS9 ON rota AND INCLUDED 4V7•CJi NEFERENCE PA.as ►1rf 7473 D8POR6 USE. Daat-y, vd41 to 140 only e111 lMek ece eclort TIVi design ii b016d aMy upon paramefulslnowfl. and a ror on rrukvidud lx,ddmp co6ppnenl. ANIRs:ubely or dner puI@ntdtd6tred proper. HCapdoRon of 6ampcnenl k easpoostrItly of btxldellp dasbyner • nnl IRAs des net. &agog those' n for tolord supple! et rrlykhrri %wt., nlembors only. AACitiond temporary broct-,g *nage Blaney awing Conlin:4AM is rile respertiab1Bffy Df 810 ewwolp ,A:10190r1 permanent brpc579 of to ecerdl sniuc kse rs ma ea:p0l0s 011y or trio lluYtfn0 dcapnal. For Qenewd gwdanco racorder,p lnblcanan quddy ccelwi. 11ormQa. darNary, oreclko and bracing. Cc wit ANSIRP11 Qudlly Criteria. D5A-09 and 2CS1 Building Component salety Inferrrlellan eaGrinhla horn Tn241Pl00 lte5Me. 701 N loeSkoel. 5rile 312. Aextxxina. VA 22314 If Sauurarn Pine 0011 uartar IS spirdltld. the dassrll velum we thole ...theirs* 08/01/20111yr ALSC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 j,la' Truss 6799 E1 T1a25FAe, INC.. Non Gamic CO 81 047 iA Truss Type HIP COMMON 4.00 5-0-0 24.a 5-0-0 9 5x8 = 3x8 I 3.00 12 1.5x4 L C 10-0-0 10-0•0 Plate Offsets (X.Y)t (B:0.2-14.0-9.41,113:0.0.3,0.2.11.fEaE804.1Pi,IG:9f1$.0 11[G0.2-f4.0941 10-0-a 5-0-0 4x8 D HUNT CARPORT R40047704 Job Reference (oplionaJ) - _ 7.250 s Atg l 25 R01 i Mir 'Industries. Y e Tog Jul D90 lIe.94-2013 Pegs 1 ID:cEk8jbF1Na2juAPbWe2a5Cx72wp-4FRwabMwdsFylfC0786tn9Pk2iek WmVIW10ROyzekk 14 0 I 500-e i 24•0-0 20-0-0 j 4-0-0 5-04 5-0-0 2.0.0 5x6 = N O F� K 3xB = 3x12 M18SHS = 3x4 = LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 BCDL $0.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1,00 Rep Stress Incr YES Code IRC2009/TPI2007 CSI TC 0.94 BC 0.75 WB 0,50 (Matrix) 14.0-0 1 DEFL in Vert(LL) -0.23 Vert(TL) -0.61 Horz(TL) 0.11 Wind(LL) 0.09 (lac) I-K G-I G 1-K 1/defl >999 >463 Na >999 1.5x4 F P 24-0-0 19-0-0 Ud 360 180 n/a 240 PLATES MT20 M18SHS G 5x8 = 3x8 II GRIP 169/123 197/144 Scale = 1:47.1 Weight: 82 lb FT = 20% H 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 BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) B=1639/0-5-8 (min. 0-2-1). G=1639/0-5-8 (min. 0-2-1) Max Horz B=-42(LC 6) Max UpliftB=-246(LC 5), G=-246(LC 6) Max GravB=1647(LC 2), G=1647(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B-L=-3674/393, C-L=-3550/406, C-D=-3125/301, D-M=-2965/310, M-N=-2965/310, N-0=-2965/310,E-0=-2965/310,E-F=-3124/301,F-P=-3549/406, G-P=-3674/393 BOT CHORD B-K=-350/3434, J-K=-209/2964, I-J=-209/2964, G-1=-337/3433 WEBS C-K=-640/176, D-K=0/367, 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. MiTek recommends that Stabigzers and required cross bracing be installed during truss erection, In accordance with Stabilizer installation guide. NOTES 1) Wind: ASCE 7.05; 9omph; TCDL=5.0psf: BCDLS,Opsf; h=25It; B=451r, L 2411; eave=oft; Cat. II; Exp 0: enclosed; 1NW FRS (all heights); cantilever left and right exposed ; end vertical tell and righl exposed; Lumber DOL=1.33 plate grip DOL.1.33 2) TCLL: ASCE 7-05; PI=40.0 pal (fiat root snow): Category 11: Exp 0; Fully Exp.; Ct=1.1, Lu tell=14-0-14. Lu right=14-0.14 3) Unbalanced snow toads have been considered for this design, 4) This hiss has been designed for greater of min roof five load of 20.0 psi or 2,00 limes flat tool Toad of 40.0 pst on overhangs non -concurrent with other live loads. 5) All pietas are MT20 plates unless Otherwise indicated. 6) This truss has been designed for a 40.0 pal 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 100 Ib uplift at joint(s) except (jt=Ib) B=246, G=246: -._ 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANS1/TPI 1. 10) "Semi•rigfd pitchbreaks including heals' Member end 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 }coding on this truss has been modified to reflect the root prolile,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 n wexxrnrs Vcv q)r dmign putnrtrrirrs and F:Fda NOIILS ON TJIlSAND 1NCr-CIDED iaT 1C REFERENCE PAGE MiS 7473 BEFORE USE. Design vOki tos use pUy wllh MITek cormucIWt this dlsgn is Yrneed only upon pcscreeler6 shown. and Is fat an Indwic i>a l% ylgi CPmpCnenl. AppkcaWlly or design pparaniar8I and propel at,saplsohui ❑I I:anlp Gent is .eleonatlity or butcHvolezgner • nut busSdesigrwr. Br00-npshown a for Iototd su6>purl of essIrvidud wets/Hampers only. Adclond tomporery bt0Cnp to 511150 110I IP rkRkfe ecrwhi,Clttn la iha trnpongi-4 iy O1 It* ereatur Addliond peireonsrni blob g al the 0eerdi shvchxe h the+esponsb3iy al Iho buEdnp deslgnel. Fes gonoml Gaeta o@ mparpng 0:06coitort pudify tinned. shone. credvery. erection aid W ocing. consul) ANSI WI1 0udily Critorlo. DU-09 wsd BCSi &tildes? Component Solely Irllalma4fo11 orvnr1obte 5ws buss Pksle Innilufo. 701 N. tee Sneer. Suite 312 Rleeandrlo. VA 22314 IUSouthatn 9tgp MI/umber is spat ified, the drn&n values are those eHective05/01/I013 by MSC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job 6799 cress Trues 1 ype E2 HIP COMMON �1Y R40047705 TRUBFAR, ING., Now C*rJ8 CO 81847 2-0-0 I 5-0-0 8-0-0 12.0.0 3-0-0 4.0.0 Ply 1 NUM' 900'081 ,Job Reference NOD*, 7 250 s Aug 25 2011 MM. Ands I6e$. Inc. Toe JW OF 10:16402013 Page 1 D:cEkajbF1Nr1a1 WPhWn2e.See2wp•YlVgaxNYOANPApnhAgs48.6{1yvRijly1 f%Amratryxglq 184-0 10.0.0 24.0.0 28-0A l 4.0,0 3.0-0 5-0-0 240 4x6 = 3.00 FlY3x4 - 4x6 = 1 5x4 N E O F 3x8 = 8.0.0 8 0.0 Pia1e Olfeots (X,Y}: 1B:4.0.3.O 2-11.fB:O-2-14.0-9.41,1H:O-0.3,0-2.11,1H:0-2.14,0$-41 LOADING (psi) TCLL 40,0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 BCOL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code IRC2009/TPI2007 CSI TC 0.96 BC 0.77 W B 0.56 (Matrix) K '1x12 M10SIIS 1800 8.0-0 DEFL in (loc) Udefl Vert(LL) -0.27 J-L >999 Vert(TL) -0.54 J-L >525 Horz(TL) 0.12 H n/a Wind(LL) 0.11 J-L >999 Ud 360 180 n/a 240 24.0.o 8- 4 PLATES MT20 M18SHS 3x6 II GRIP 169/123 197/144 Scale = 1:47.1 Weight: 81 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 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 HorzB=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 (Ib) 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-O=-3263/320, F-G=-3414/320, G-P= 3513/367, H-P=-3632J355 BOT CHORD B-L=-332/3381, K-L= 342/3774, J-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 purlins, except 2-0-0 oc purlins (3-10-9 max.): D-F. 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=5.0psf; h=25ft; B=45ft; L=24f1; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever lett 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, 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 psf 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 pst 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 100 Ib uplift at joint(s) except (jt=lb) B=257, H=257: • 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 includil iy heels" Member end lixily 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 boon modiliod to rotloot the roof profile, the ridgolino is located 14 0 14 from joint 1 and has a slope of 3.000 on the lett and -3.000 on the right. LOAD CASE(S) Standard July 10,2C a WARNING • Vrr(/y deign pamiGnlwr and MD NOTES ON 2WIO AND JNCLUiM FRTl,K RRFRRWVCB PAGE M17473 BEFORE 006E. Daiifln valid tar ute OAN w ht M1Iek aerweclars ais deign a boled 0-4.9 upcnpaomeferi scewe. uxl it Ica rat iir:k idud Litildirct Campar.en! (4)plFcg llfy w deign pa [motets ma Ix0appfexr ulcorryaorion 0t comtxa p[ ent lcresocnsaxtty of rding ❑05 7 a ter - 0�i sh r Irrw designer. 8reCiown 51011aletd g Ripped of k�rk7Gd web nnsb.rypNy- Aod/tiond Tempo civ Oracnq Iok4uro i10hihy dining r.0rut, rkxl LS the fei cn b41ity of the etectdr. A c5hanpl petmsxlCnl brocilp ai Inc wetdl lhuchae d Me,xpxt;taty el the bwcsng dosirinnr fr. Qorwtal yppcltatca rOgardn0 Iuke,0a1 Wi 03.01.lty Cmitd. slaUye. deliWry. erection and txpdrsg, consul! ANSSJIPI1 Qudily Criteria, 058.89 and SCSI Building Componen! Eatery Intotrn49a1 analokle true truss Prate insliMe. /81 N. Lee Sheet- Suite 312. Asexcrxkra VA 22314 I$Southam Pine ISM Iumber Is Lettrhed, the 04 i8n raturs are 1hei. off et tee 06/01 /2013 by RISC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Jeb Ties Type Oty PIy HUNT CARPORT R40047706 6799 Truss E3 TRU8FA6. INC.. Mew Como, comp] 6-0-0 2-0-0 6-0-0 3.00 12 4x10 040 HIP MASTER 4-0-0 5x8 = c 1 3x6 = L K R 7x8 = 6x12 M18SHS = LUS26 THJA26 LUS26 8-0-0 Male Olfsete -J1:0-4-0,0-4-81, fL:0-4.0,0 4 61 12-0.0 2 Jab Ref ererlciinptlanall 7,250 a Aug 25 2011 x4Tex Irldeedisa, re. 1ue Jie 44 i0;1641 2018 Pape 1 ID:cEkejbF1NazjuAPlaW a2.05Canwp-007.XL IHOBSTVgOzMYE7XLIcV7D5JUSledgW iW Hyzg1G 144-0 l 1 B• 0.0 l 24-0.0 1 25.0.0 1 4-0-0 4.0.0 6-0-0 241-0 J S 3x6 = LUS26 LUS26 24.0.0 LOADING (ass) TOLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber lncrease 1.00 Rep Stress Incr NO Code IRC2009/TP12007 LUMBER TOP CHORD 2 X 4 SPF 2100F 1.8E BOT CHORD 2 X 6 DF 2100F 1,8E WEBS 2 X 4 WW Stud 6.0.0 CSI TC 0.76 BC 0.80 WB 0.98 (Matrix) DEFL in (roc) Vert(LL) -0.51 J Verl(TL) -0.82 J Horz(TL) 0.13 G Wind(LL) 0.19 J BRACING TOP CHORD BOT CHORD I/dell >555 >344 n/a >999 Ud 360 180 n/a 240 119.0 PLATES MT20 M18SHS GRIP 169/123 220/195 Scale = 1:47.1 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 10-0-0 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 UpliftB= 578(LC 5), G=-577(LC 6) Max GravB=3511(LC 2), G>3509(LC 3) FORCES (Ib) - Max. COfnpiNlax. Ten.- All forces 250 (Ib) or leas except when shown. TOP CHORD B-M=-1060311428, C-M--10513r1440, C-D= 9B98/1380, D-N=-13781/1817, N-0=-13781/1817, 0-P=-13781/1817, E-P=-13781/1817, E-F= 9891/1379, F-0= 10508/1440, G-Q=-10598/1428 BOT CHORD B-L=-1360/10121, K-L=-1720/12981, K-R= 1720/12981, J-R=-1720/12981, J-S=-1694/12980, S-T=-1694/12980, I-T=-1694/12980, G-1=-1330/10116 WEBS C-L=-300/2548, D-L=-3300/456, D-J=-125/1343, E-J=-125/1345, E-1= 3303/456, F-I=-300/2546 NOTES 1) 2-ply truss to be connected together with 10d (0.131'St81 nails as follows: Top chords connected as lolloww 2 X 4 - 1 now at 0.4-0 oc_ Bottomchords connected ae follows: 2 X 6. 2 rows al 0-7.0 oc. Webs connected as follows: 2 X 4 - 1 row of 0.9.0 oe. 2) All loads are considered equally applied 10 all plies, except 11 noled as front (F) or back (B) face in the LOAD CASE(S) section. PIy to ply connections have been provided to dielribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 90mph; TCDL>4,2paf: BCDL=3.0ps1; h45ft; B15ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MW FRS (all heights); cantilever kilt and right exposed ; end vertical (eft and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL ASCE 7.05: P1640.0 psi (flat root snow): Category ll; 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 been considered for this design. 6) This truss has been designed for greater or min roof live Toad of 20.0 psi or 1.00 times flat root load of 40.0 psi on overhangs rlon•coneurrent with other live loads. 7) Al! plates aro MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss ID bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 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/TPI 1. 11) "Seml•tigid pitchbreaks including heels' Member end fixity model was Mid in lhs analysis and design o1 this truss. 12) Design assumes 412 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 13) Use Simpson Strong -Tie THJA28 (THJA26 on 2 ply, Leh Hand Hip) or equivalent spaced at 12,0-0 oc max. starting at 6-0-0 from the left end to 18.0.0 to connect truss(es) f (1 ply 2 X 4 SPF), g (t ply 2 X 4 SPF).1(1 ply 2 X 4 613F), g (1 ply 2 X 4 SPF) to front face of bottom ConfililSiton page 2 July 10,2C 0 WARNING • Vm4j design purnmQr lw ulI el READ NOTES ON 71158 AND INCLUDED MTTaKREFERENCE PAGE M77-7473 BEFORE USE. Pekin /odor In use onto wllh Meek ccnrwVlurs Itna(192gn is tooted only upon parameters Blown. [no 4 for co i c24dud ranldng component App•colsi eyol deign prxomerera and proper ncoiporcso sd component isre1pardbllty d ru ilding deegne/ - not trust designer. Bracing •Blown ke leterd support d 8Ctytdud wuhmemdu9n6y. Addllond tamperdy biach91oOSSO stoney skiing corns uc5on n me 111epor9t3li1y al Inn elector. Addrecnol pemlanenl bracing al Ihe.Gveroll AAtc ue *the resporsi6Yily of Me pO4C4n0desgnOr. For 9en$rui U1Marvau r sysiding tObr1C0000.CtulIlvocntid. eofone. dcllvetx. ,eection end °racing. conultl ANSII NI Gsirety Criteria.05B-69 and BCSI BuAdin(Componunt Solely Intonnn0an evointfofrom lass Plata Iretlrul0. 781 N tea Shoot. Sutra 312 Alexandria VA 223I4. If Southern Plow (5P) lumber is tort the d,1 he sl oven astun ark thaw Oho tore 06/03 /701 i by AL5[ 1111 MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truce t3 New doe, f50 81e97 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 8-0-12 from the left end to 15-11-4 to connect truss(es) t (1 ply 2 X 4 SPF) to front face al bottom chord. 15) fill all nail holes where hanger is in contact with lumber. Muss Oty Ply HUNT CARPORT R�fW7706 HIP MA81 EH I 2 Job Aeterancejppttonal) 7980sAug252011 MTekWealhis.Ins. TueJut Oil s0;1aA2Rota Pnpis2 ID:CEk8JbF I NatjuAPb Wa208Ce72wp•Uyhl ylfrlryn nIXU71r1ruHfeCpl f xVeif3luy_UFyf2j yal/0 r LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (p11) Vert: A-C= 100, C-F— 100, F-H= 100, B-G=-20 Concentrated Loads (lb) Vert: K=-329(F) L=-1023(F) J=-329(F) l= 1023(F) R=-329(F) S=-329(F) T--329(F) ~MHO - Vert& design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 161-7473 BEFORE USE. Design valid for use only wllh MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component AppuoaL I ly of design parpnw lots and proper eicwtxsahan of compsrssnt n raspored:e ty a1 budding dosrgner - not truss designer. &acing shown is for 'alma support of onckviducil web member only. Arldlknnd temporary bier -be to Truro stability during cmerr rr rm a the respoe10b1kfy ul Mrs e:eCtaf. Additional r.rmanani box vc/I the mom* shucks* E the respuniability or rise balding ded ..er F i tionerd guldai-roa regmdiq rubrication quality ornhol, storage.. detroafy. erection and bracing. consWf ANSIIEPII Oudiry Craotlo, DSB•89 and BC01 Building Component Salary Informa0en meltable from Truss Rale Instfule- 781 N Lee $Ireel- Sude 312 Atoxusrdi d. VA 22314. If Southern erne (Wl loather r. spetrhed, the desrpn xrlue. arm those eked is, 05/01/1013 by AtSC I 7777 Oraenbeek Lane, Suite 109 Citrus Heights, CA, 95610 Tress Truss Type Oty Ply HUNT CAAPORr 7 1 R40047706 Job •sr '79it TR1J8FAB, Now-aula.. Mee7 -110 2.0.0 A „JACK 3x4 Job Reference (oplbnal) _ 7 250 a A 25 2011 6Tik Indusir n, Flo. Toe Jul Pi 10:18.12 2019 Paps 1 ID:cEkejbF Nnziµ4PbWa2o3Cr?2wp-Ug7vhdPpwry1X071duo1#aCp1IbtMxB_5y_UFg2jyzgler 6.0.0 6-0-0 6.0.0 1,5x4 II C 1.5x4 II 8-0.0 Scale = 1:15 3 Plata Offsets (X,Y): 1B:0.0.0.0.I-51JB:0-3.2,Edge1 LOADING (psf) TCLL 40.0 (Roof Snow=40,0) TCDL 10.0 BCLL 0.0 • BCOL 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 1/defl >999 >578 n/a L/d 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 (Ib/size) D=292/Mechanical, 8=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 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MKT6( 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; h=2511; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (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; PI=40.0 pal (flat root snow): Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss ha8 been designed for greater at mfn 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) This truss has been designed for a 10.0 psf bottom chord live Toad 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) Refer to gfrder(s)10r Ruts to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D except (jt=Ib) B=157. 9) This truss is designed in accordance with the 2009 International Residential Code sections R502:11.1 and R802.10.2 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. - a LOAD CASE(S) Standard July 10,2C W4RNTMO lrorifb design N.u*s,mr -w rurd READ NO7r3.9 ON TNfS AND INCLUDED b4TSlr REFERENCE PARE MO. 7473 BF -FORE USE. potion udid lu uw only with IATek cvrYwelr93 the design Is based ()sly upon porarneters shown. c71d Is for on individual bOlang Cornponor 1. App cobitly 01 d01gn ppdssr nlers (EA wpm IncOlpU alienrl cnrnpeeenl es(diGllly of bikeng [drelpnd6 et - not tluss.l9r.8s & r1g shown a le, eel wport po1 i rad M web nlarrl5*rs only. Alkflionrr romp-gayf r Minion) untidy dunng cenneuc#645 a the raWO diebify cd the ereC1o4 AdcrbeS of permdrslnt txosxl9 of }lie 058nd11buCluse a 1f1GiespanslbIlify et the budding designer. Fox general guckimv regurdhg Iobrlco11M 000lily coned. earned. derivnry, oroClkOn cod bxoang, coned' AN1tJTPI1 Guolrfy Ciboria, OSB-64 end SCSI BulldingCwnpcnlnl Safel't5oitham PYse151qoiulrnlrvl�r rrorn Trerts spo �edebtr dean u9rhm are these enectry 46� 1/ZO13 by AL$c lo. VA IA. Mire k 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Jof 6799 711141 TNss Type G CORNER W/FLYERS TRUSFA8, INC., Naives/ea CO 81847 210.0 Plate Offsets (X,Y): J8:0.0-8,0.1.81 LOADING (psi) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 ' BCOL 10.0 Oly 2 HUNT CARPORt f dab Rai rent Soot e e lorml) 7250 a Aug 252011 rATek trlgwltles. in . Tue JuiTirt0;1 M220f3 Pagel ID.uEkitaFINayuAPLWa2u.SCc72wyUy7vhdPpwn4Wa xkOHIaCp11-1UVIvBWy_,UNI2jygilth 41.2 I E.5.13 4.4.2 4-1-11 S•5-13 1.5x4 I I E F SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr NO Code IRC2009/TP12007 CSI TC 0.79 BC 0.53 WB 0.51 (Matrix) A-5.43 DEFL 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 "" Lid 360 180 n/a 240 PLATES GRIP MT20 169/123 R400477099 Scale = 1:21-2 Weight: 31 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 SLIDER Lett 2 X 4 SPF 2100F 1.8E 2-0-0 REACTIONS (Ib/size) B=721/0-5-8 (min. 0-1-8), H=623/Mechanical Max HorzB=81(LC 8) Max llpliltB= 243(I.0 5), H=-110(LC 5) Max GravB=812(LC 2), H=714(LC 2) FORCES (Ib) - Max. Comp/Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B-C=-1019/181, C-D=-971/176, E-H=-400/122 BOT CHORD B-H=-186/925 WEBS D-H= 947/208 BRACING TOP CHORD BOT CHORD 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 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=5.0psf; h=25ft; 8=45ft; L=24t1; eave=4f1; 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=1,1 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 pst or 1,00 times flat roof 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 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) 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) 8=243, H=110. 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/ -PI 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 10 the face of the truss are noted as front (F) or back (0). LOAD CASE(S) Standard 1) Snow: Lumber Increase=l-00, Plate Increase=1,00 Uniform Loads (plf) Vert: A-B=-100 Continued on aeoe 2 July 10,2C WARNING • Verify de rlgo pwarrrtdcrc and READ M)Ti13 ON TINS AND 1N0l.tm!I.D MITRE REFERENCE PAGE MTI-7473 BEFORE USE. De11gn valid Io uee orgy 1411t1 MITek Canneciafs. the ctes1gn s [.died oily upon port:melon plows and is for an individual building component. Appbcal1fity ofdadpn 0mand proper incofparell0n of component 6s rospansb5rty of building designer - not truss designer. Bracing shown is leilaltoal sipped n1 7d41r1n rviWrd wo6 morrrbors only. Add.hond rorporary trocklg tdint.11a slability during construction is tho rosponsibillity of tho erector Addlrand permannt hi ochg al IMt ovprdl shucltre is the resparalbtlly el the b.,adr9 designer. For general Gu arEce regdrtin2 ' fabrication, quality omen'. i1txngei. rkdlvnfy.?rnahpl rn1 MCr na. consul? AN$1/TN1 Qi oJ5y Ceteda. In$-69 and SC51 taking CanlponMt Safety Information CNOlatiO from mess Plaits lnslitule: 7aI N. Lae Sheaf. SWIe 312. Alexandria, VA 22314. 0 Southern Pine 11.5Pj lumber is specified. the design talus are those effective e6/01/2013 by MSC 7777 Greenback Liam, 5>Ie 109 Citrus Heights, CA, 95610 Job 6799 I suss Truss Type Qty Ply HUNT CARPORT R40047709 GI CORNER WIFLYERS 2 1 Job Reference (ophorull)-....-_-.. TRI13FAe. INC,. New cadre, o aaa1647 7.250 c Aug 25 2011 MTak klduwras. Ini. Tr» Jul 09 50. r fl:42 20F0 Page 2 I D:cElsejbF 1 Na21uAPbW 920SCz?2w'p•Ug7v idPpwrldXQ7xlsoHl9Cp11.IIJVrel3ljy_UF g2jyzgl[h LOAD CASE(S) Standard Trapezoidal Loads (pot) Vert: B= 0(F=10, B=10)-to-H= 42(F=-11, B= 11), B=-8(F=47, B=47)-to-E=-210(F= 55, B=-55) ❑WARNING - Verlij cldeePlgn peeramd[eaa and READ NOTES ON THIS AND INCLUDED MITERRBFERBNCB PAGE MI 7473 BEFORE USE, Design valid for use only owfith Mack connectors. 11Js design is based crib, upon parameters shown, and Is for an individual building comcp�opnent. WICOLslis hoard supporof t design ksdNtlud waometers bdrnembers only AddlHond rerfspincorprateltd.) of cur olmnt is y pipping Spinout* II716ly �[110 construction is 11 r buiceng designer - not truss designer i-sporlwL IF1yshown al ihr� erector Adcllltori4 permanent brodrig of the &reran structure Is the reslxrnloiliry or the goading designer For gers6all yridLul0e re{yxdrxl IniNtoollen, quality control, Nonage, dotMwy. erection vr1 bracing. carwdl ANSI/TPII Quotily Criteria, 058-89 ,red BCSI Building Component Safely tnlormallan uvcilabla horn here Plate Institute, 761 N. Lee Street. Suite 312. Alexord4a VA 22314 Ir southern Ple. (SPI Lumbar it sprclfled, u5r ne-uan v+loef etl them rtlnttire 06/0S/70f 3 by /ILSC mii MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 lLRE-1:18-20-B472 lennard, Jnel T Revocable Trust ADU 11679 CR 245, New Castle Eaves Exemption, Lot A 6 B