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HomeMy WebLinkAboutB17-1254 000-000-0001-7 ail r _ __ _ — _ I � � I ' I Ili i (I � ,'I I I�� I�i � I i� WALL CONSTRUCTION TABLE R602.3(1) FASTENER SCHEDULE FOR STRUCTURAL MEMBERS ITEM5rafter, DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER""' SPACING OF FASTENERS Roof 1 Bletween joists or rafters to top plate, toe nail 3-8d (2'/2" x 0.113') — 2 Cists to plate, toe nail 3-8d (2'/2" x 0.113') — 3 Cists not attached to parallel rafter, laps over parti- tinail 3-10d — 4 Cto rafter, face nail or 1'/4" x 20 gage ridge strap 3-10d (3" x 0.128' 5 Roof truss to plate, toe nail 3-16d box nails (3'/2"x 0.135') or 3-10d common nails x 0.148') 2 toe nails on one side and 1 toe nail on opposite side of each rafter or trus(3" 6 Rrs to ridge, valley or hip rafters: toe nail face nail 4-16d(3112"x0.135' 3-16d (3'/2" x 0.135') Wall 7 Built-up studs -face nail x 0.128 ") 24" o.c. 8 Abutting studs at intersecting wall corners, face nail 2" x 0.135") 12" o.c. 9 Built-up header, two pieces with'/" spacer 2" x 0.135 ") 16" o.c. along each edge 10 Continued header, two pieces 2" x 0.135' 16" o.c. along each edge I1 Continuous header to stud, toe nail 0/235 /2" x 0.113' 12 Double studs, face nail " x 0.128') 24" o.c. 13 Double top plates, face nail " x 0.128') 24" o.c. 14 Double top plates, minimum 24 -inch offset of end joints,'/2" face nail in lapped area x 0.135' — 15 Sole plate to joist or blocking, face nail 16d(3'/2"X 0.135' 16" o.c. 16 Sole plate to joist or blocking at braced wall panels .135' 16" o.c. Stud to sole plate, toe nail .113 ")17 =xO. .135 ")18 Top or sole plate to stud, end nail 2.135' — 19 Top plates, laps at comers and intersections, face nail 2-10d (3" x 0.128' — 20 1 " brace to each stud and plate, face nail 2-8d (2'/2" x 0.113') 2 staples 13/4" — — 21 1 " x 6" sheathing to each bearing, face nail 2-8d (2'/2" x 0.113 ") 2 staples 13/4" — — 22 1 " x 8 " sheathing to each bearing, face nail 2-8d (2'/2" x 0.113' 3 staples 13/4" — — 23 Wider than 1 " x 8" sheathing to each bearing, face nail 3-8d (2'/2" x 0.113 ") 4 staples 13/4" — — Floor 24 Joist to sill or girder, toe nail 3-8d (2'/2" x 0.113 ") — 25 Rim joist to top plate, toe nail (roof applications also) 8d (2'/2" x 0.113') 6" o.c. 26 Rim joist or blocking to sill plate, toe nail 8d (2 1/2" x 0.113 ") 6" o.c. 27 1 " x 6" subfloor or less to each joist, face nail 2-8d (2'/2" x 0.113 ") 2 staples 13/4" — — 28 2" subfloor to joist or girder, blind and face nail 2-16d(3'/, x 0.135' — 29 2" planks (plank & beam - floor & roof) 2-16d (3'/2" x 0.135' at each bearing 30 Built-up girders and beams, 2 -inch lumber layers IOd (3" x 0.128') Nail each layer as follows: 32" o.c. at top and bottom and staggered. Two nails at ends and at each splice. 31 Ledger strip supporting joists or rafters 3-16d (3'/2" x 0.135 ") At each joist or rafter WALL CONSTRUCTION TABLE R602.3(i)—continued FASTENER SCHEDULE FOR STRUCTURAL MEMBERS For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; 1 Ksi = 6.895 MPa. a. All nails are smooth -common, box or deformed shanks except where otherwise stated. Nails used for framing and sheathing connections shall have minimum average bending yield strengths as shown: 80 ksi for shank diameter of 0.192 inch (20d common nail), 90 ksi for shank diameters larger than 0.142 inch but not larger than 0.177 inch, and 100 ksi for shank diameters of 0.142 inch or less. b. Staples are 16 gage wire and have a minimum'/,, inch on diameter crown width. c. Nails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater. d. Four -foot by 8 -foot or 4 -foot by 9 -foot panels shall be applied vertically. e. Spacing of fasteners not included in this table shall be based on Table R602.3(2). f. For regions having basic wind speed of 110 mph or greater, 8d deformed (2'/2" x 0.120) nails shall be used for attaching plywood and wood structural panel roof sheathing to framing within minimum 48 -inch distance from gable end walls, if mean roof height is more than 25 feet, up to 35 feet maximum. g. For regions having basic wind speed of 100 mph or less, nails for attaching wood structural panel roof sheathing to gable end wall framing shall be spaced 6 inches on center. When basic wind speed is greater than 100 mph, nails for attaching panel roof sheathing to intermediate supports shall be spaced 6 inches on center for minimum 48 -inch distance from ridges, eaves and gable end walls; and 4 inches on center to gable end wall framing. h. Gypsum sheathing shall conform to ASTM C 1396 and shall be installed in accordance with GA 253. Fiberboard sheathing shall conform to ASTM C 208. i. Spacing of fasteners on floor sheathing panel edges applies to panel edges supported by framing members and required blocking and at all floor perimeters only. Spacing of fasteners on roof sheathing panel edges applies to panel edges supported by framing members and required blocking. Blocking of roof or floor sheathing panel edges perpendicular to the framing members need not be provided except as required by other provisions of this code. Floor perimeter shall be supported by framing members or solid blocking. j. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule, provide two toe nails on one side of the rafter and toe nails from the ceiling joist to top plate in accordance with this schedule. The toe nail on the opposite side of the rafter shall not be required. 200 2013 CALIFORNIA RESIDENTIAL CODE SPACING OF FASTENERS ITEM DESCRIPTION OF BUILDING MATERIALS DESCRIPTION OF FASTENER',`° Edges Intermediate supports'- upports`(inches)' (inches)"' (inches) Wood structural panels, subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to framing 32 3/8" „ 6d common (2" x 0.113') nail (subfloor, wally 6 ] 8d common (2'/2 " x 0.131') nail (roof) 2g 33 19/32" 8d common nail (2'/2" x 0.131 ") 6 121 34 1'/8" - I'/," 1 O common (3" x 0.148') nail or 6 12 8d (2'/2 " x 0.131 ") deformed nail Other wall sheathing^ 35 '/2" structural cellulosic 1'/2" galvanized roofing nail,'/16" crown or 1 " crown fiberboard sheathing staple 16 ga., 1'/4" long 3 6 36 25/32 structural cellulosic 13/," galvanized roofing nail,'/,," crown or 1 " crown fiberboard sheathing staple 16 ga., IV, "long 3 6 37 '/2" gypsum sheathing' 1/2" galvanized roofing nail; staple galvanized, 7 7 1 V," long; 11/4 screws, Type W or S 38 5/8 "gypsum sheathing' 1/4" galvanized roofing nail; staple galvanized, 7 7 15/,,, long; 15/8" screws, Type W or S Wood structural panels, combination subfloor underlayment to framing 39 /4" and less 6d deformed (2" x 0.120') nail or 6 12 8d common (2'/2 " x 0.131 ") nail 40 8d common (2'/2" x 0.131 ') nail or 6 ' 8d deformed (2'/," x 0.120') nail 12 41 1�/8„ _ 1�/4„ IOd common (3" x 0.148' nail or 6 12 8d deformed (21/, " x 0.120") nail For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; 1 Ksi = 6.895 MPa. a. All nails are smooth -common, box or deformed shanks except where otherwise stated. Nails used for framing and sheathing connections shall have minimum average bending yield strengths as shown: 80 ksi for shank diameter of 0.192 inch (20d common nail), 90 ksi for shank diameters larger than 0.142 inch but not larger than 0.177 inch, and 100 ksi for shank diameters of 0.142 inch or less. b. Staples are 16 gage wire and have a minimum'/,, inch on diameter crown width. c. Nails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater. d. Four -foot by 8 -foot or 4 -foot by 9 -foot panels shall be applied vertically. e. Spacing of fasteners not included in this table shall be based on Table R602.3(2). f. For regions having basic wind speed of 110 mph or greater, 8d deformed (2'/2" x 0.120) nails shall be used for attaching plywood and wood structural panel roof sheathing to framing within minimum 48 -inch distance from gable end walls, if mean roof height is more than 25 feet, up to 35 feet maximum. g. For regions having basic wind speed of 100 mph or less, nails for attaching wood structural panel roof sheathing to gable end wall framing shall be spaced 6 inches on center. When basic wind speed is greater than 100 mph, nails for attaching panel roof sheathing to intermediate supports shall be spaced 6 inches on center for minimum 48 -inch distance from ridges, eaves and gable end walls; and 4 inches on center to gable end wall framing. h. Gypsum sheathing shall conform to ASTM C 1396 and shall be installed in accordance with GA 253. Fiberboard sheathing shall conform to ASTM C 208. i. Spacing of fasteners on floor sheathing panel edges applies to panel edges supported by framing members and required blocking and at all floor perimeters only. Spacing of fasteners on roof sheathing panel edges applies to panel edges supported by framing members and required blocking. Blocking of roof or floor sheathing panel edges perpendicular to the framing members need not be provided except as required by other provisions of this code. Floor perimeter shall be supported by framing members or solid blocking. j. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule, provide two toe nails on one side of the rafter and toe nails from the ceiling joist to top plate in accordance with this schedule. The toe nail on the opposite side of the rafter shall not be required. 200 2013 CALIFORNIA RESIDENTIAL CODE T 1 SiTE- ----^ -sc PLANW--9 WATOIZ c� cap w1W ---- Cb N f0j: WA LK - Pro PL Gtr*tfe.>RCAA -702 2-1 10 oso Rtv way fel JACIENT 1.O wAIVIL M� . C,0/0 ' a7 .^ . Apo C.OAS' 1 flWPC—P-T"'f LIMP— Psi• -''d�` , .-. 1 - ADJ �7KC>PggTy LlWa BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING CONSTRUCTION DEBRIS RECOVERY PLAN: Pre -Construction Building permit will not be issued until completed plan submitted APN: Owner Name: Owner Mailing Address: Jobsite Address: Jobsite Contact: Brief description of project: Building Permit #. Submit completed form in person or by mail or fax to: Butte County Development Services - Building 7 County Center Drive Oroville, CA 95965 Phone: (530)538-7601 Fax: (530)538-2140 Owner Phone"- I : Project Sq. Ft.:_.`2 QQ Project Type: :-i Construction Demolition Company: _cam Jobsite Phone: By signing below, I acknowledge that I am responsible for complying with the requirements of Ordinance 2006-3925 (Chapter 31, Article VII) related to recovery of construction and demolition debris and the lack of compliance may result in delays in issuance of building/demolition permit(s), hold on final inspection(s) and/or penalties. Applicant: (Owner I Contractor) Signature: (Circle) 2 Date: - MATERIAL 1 Reuse Recycle Dispose FACILITIESISERVICE PROVIDERS TO BE USED 3 Inert Material (Concrete, asphalt) �l cab Lumber Plant/Tree Debris Dry Wall Metal Cardboard Other: Other: Recovery Plan approved: Date: (Building Division) Please refer to the Butte County online Recycling Directory for local recycling service providers at:www.RecycleButte.net. 0-VK0P).1ztU SWIM 2016 CALGreen Residential Mandatory Measures This checklist applies to newly constructed buildings, additions or alterations of existing residential buildings where the addition or alteration increases the building's conditioned area, volume, orsize. The requirements shall only apply to and or within the specific area of the addition or alteration. (2016 CGBSC 301.1.1) ***Note 2016 CGBSC 301.1.1: On and after 11112014, residential buildings undergoing permitted alterations, additions or improvements shall replace noncompliant plumbing fixtures with water - conserving plumbing fixtures. Plumbing fixture replacement is required prior to issuance of certificate of final completion, certificate of occupancy or final permit approval by the local building department. Feature or Measure Required ui WA, 'F x3'12:4 e. A pian is developed and implemented to manage storm water drainage during construction. CGBSC 4.106.2. Construction plans shall indicate how the site grading or drainage system will manage all surface water flows to keep water from entering buildings CGBSC 4.106.3. Provide capability for electric vehicle charging in one and two-family dwellings and in townhouses with attached private garages; and 3 percent of total parking spaces, as specified, for multifamily dwellings. ` t 3 Building meets or exceeds the requirements of the California Building Energy Standards. CGBSC4.201.1. ll ; Water closets. The effective flush volume of all water closets shall not exceed 1.28 gpf. Tank -type water closets shall be certified to the performance criteria of the U.S. EPA WaterSense Specification for Tank -type Toilets. Note: The effective flush volume of dual flush toilets is defined as the composite, average flush volume of two reduced flushes and one full flush. Urinals. The effective flush volume of wall mounted urinals shall not exceed 0.125gpf and floor mounted or other urinals shall not exceed 0.5 gpf. Single showerheads. Showerheads shall have a max. flow rate of not more than 2.0 gpm at 80 psi. Showerheads shall be certified to the performance criteria of the U.S. EPA WaterSense Specification for Showerheads. Multiple showerheads serving one shower. When a shower is served by more than one showerhead, the combined flow rate of all the showerheads and/or other shower outlets controlled by a single valve shall not exceed 2.0 gpm at 80 psi, or the shower shall be designed to allow only one shower outlet to be in operation at a time. Residential lavatory faucets. The max. flow rate of residential lavatory faucets shall not exceed 1.2 gpm at 60 psi. The min. flow rate of residential lavatory faucets shall not be less than 0.8 gpm at 20 psi. Metering faucets. Metering faucets when installed in residential buildings shall not deliver more than 0.25 gallons per cycle. Kitchen faucets. The max. flow rate of kitchen faucets shall not exceed 1.8 gpm at 60 psi. ChecklistslGreen Building Page 1 of 3 02/10/2017 2016 CALGreen Residential Mandatory Measures Checklist (Co,t'd) Feature or Measure Required New residential developments with an aggregate landscape area equal to or greater than 500 sq ft shall comply with one of the following options: 1. A local water efficient landscape ordinance or the current California Department of Water Resources Model Water Efficient Landscape Ordinance (MWELO), whichever more stringent; or 2, Projects with aggregate landscape areas less than 2,500 sq ft may comply with the MWELO Appendix D Prescriptive Compliance Option. ipw p n;7nnular spaces around pipes, electric cables, conduits, or other openings in sole/bottom plates at exterior walls shall be protected against the passage of rodents by closing such openings with cement mortar, concrete masonry or similar method acceptable to the enforcinQ agen IN z IMES- Recycle and/or salvage for reuse a minimum of 65 percent of the nonhazardous construction and demolition waste in accordance with one of the following: -.1--.1. Comply with a more stringent -local- construction --and -demolition -waste-- --- - ---- - management ordinance; or 2. A construction waste management plan, per Section 4.408.2; or 3. A waste management company, per Section 4.408.3; or 4. The waste stream reduction alternative, per Section 4.408.4. WIN K O&M Manual: An operation and maintenance manual shall be available in the building at the time of final inspection. Recycling by Occupants: Where 5 or more multifamily dwelling units are constructed on a building site, provide readily accessible area(s) that serves all buildings on the site and is identified for the depositing, storage and collection of non -hazardous materials for recycling, including (at a minimum) paper, corrugated cardboard, glass, plastics, organic waste, and metals, or meet a lawfully enacted local recycling ordinance, if more restrictive. See exception for rural jurisdictions. Any installed gas fireplace shall be direct -vent sealed -combustion type. Any installed woodstove or pellet stove shall comply with US EPA New Source Performance Standards (NSPS) emission limits as applicable, and shall have a permanent label indicating they are certified to meet the emission limits. Woodstoves, pellet stoves and fireplaces shall also comply with applicable local ordinances. Duct openings and other related air distribution component openings shall be covered during construction. Adhesives, sealants and caulks shall be compliant with VOC and other toxic compound limits Aerosol adhesives and smaller unit sizes of adhesives and sealant or caulking compounds shall comply with statewide VOC standards and other requirements. Paints, stains and other coatings shall be compliant with VOC limits, 4.504.2.2 Check |istsxsreooauiminV Page 2ofx 02/10/2017 2016 CALGreen Residential Mandatory Measures Checklist (cont'd) Feature or Measure Required Aerosol paints and coatings shall be compliant with product weighted MIR limits for ROC and other toxic romounds. Carpet and carpet systems shall be compliant with VOC limits. 4.504.3 At least 80% of floor area receiving resilient flooring shall comply with specific VOC criteria. Hardwood plywood, particleboard and medium density fiberboard (MDF) used on interior or exterior of the building shall comply with formaldehyde emission standards. Documentation shall be provided to the City building inspector verifying that compliant materials have been used. i f' u sn break ste04 ns at Concrete Slab Foundations: Vapor retarder and capillary i installed slab - on -grade foundations. Moisture content of building materials used in wall and floor framing shall not exceed 19% before enclosure. Moisture content shall be verified in compliance with CGBSC 4.505.3. Indoor Air Quality and Exhaust (4.506) Bathroom exhaust fans shall be ENERGY STAR rated and ducted to terminate outside. Unless functioning as a component of a whole house ventilation system, bathroom fans be controlled by a humidity control adjustable between a relative exhaust must humidity range of 50% - 80%. J Y Duct systems are sized, designed, and equipment is selected using the following methods: I. Establish heat loss and heat gain values according to ANSI/ACCA 2 Manual J-2011 or equivalent. 2. Size duct systems according to ANSI/ACCA 1 Manual D-2014 or equivalent. 3. Select heating and cooling equipment according to ANSI/ACCA 3 Manual S- 2014 or equivalent. �"? 'a .d i«i '. ! P e$%3" I �' � SS ^� � -2"�? *- ,✓ 4� �'"'f" � "^t ,M. x.F-�T ��'. � �� t�Yl �� $� ' � ���.. HVAC system installers are trained and certified in the proper installation of HVAC systems. Special inspectors employed by the enforcing agency must be qualified and able to demonstrate competence in the discipline they are inspecting. ,Verrficatron(7Q3'�er � 7 Verification of compliance with this code may include construction documents, plans specifications builder or installer certification, inspection reports, or other me#hods acceptable to the enforcing agency, which show substantial conformance. Checklists\Green Building Page 3 of 3 02/1012017 m / /V 7e-- CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Custom home 1608 Calculation Date/Time: 08:16, Sat, May 20, 2017 Calculation Description: 1 Story Example Rev 3 Input File Name: Custom Home 1608.ribd16 BUTTE COUNTY CF1 R -PRF -01 Page 1 of 9 JUN 22 2017, DEVELOPMENT GENERAL INFORMATION Atsr t"SEAVICES 01 Project Name Custom home 1608% 04 02 Calculation Description 2100 ft2 CEC Prototype with tile roof 08 Energy Use (kTDV/ft2-yr) 03 Project Location 11Th St "Ra w 04 City Biggs Ca 05 "/ ITES Standards Version Compliance 2017 06 Zip Code 95917 07 Compliance Manager Version BEMCmpMgr 2016.2.1 (695) 08 Climate Zone CZ11 09 Software Version CBECC-Res 2016.2.1 (868) 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 252 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 1608 15 Number of Zones 1 16 Slab Area (ft2) 1608 17 Number of Stories 1 18 Addition Cond. Floor Area n/a 19 Natural Gas Available Yes 20 Addition Slab Area (ft2) n/a 21 Glazing Percentage (%) 12.0% COMPLIANCE RESULTS 01 Building Complies with Computer. Performance 02 This building incorporates features that require field testing and/or verificatioh by a'certified HERS rater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one br,mgre Special Features shown below REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Whole house fan • Insulation below roof deck • Window overhangs and/or fins Registration Number: 217-P010168769A-000-000-0000000-0000 Registration Date/Time: 2017-05-20 08:58:20 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-05092017-695 Report Generated at: 2017-05-20 08:17:48 I-, Xe Co% M S V3 40 N ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 19.69 20.56 -0.87 -4.4% Space Cooling 31.26 30.88 0.38 1.2% IAQ Ventilation 1.38 1.38 0.00 0.0% Water Heating 10.55 9.50 1.05 10.0% Photovoltaic Offset --- 0.00 0.00 -- Compliance Energy Total 62.88 62.32 0.56 0.9% REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Whole house fan • Insulation below roof deck • Window overhangs and/or fins Registration Number: 217-P010168769A-000-000-0000000-0000 Registration Date/Time: 2017-05-20 08:58:20 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-05092017-695 Report Generated at: 2017-05-20 08:17:48 I-, Xe Co% M S V3 40 N CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Custom home 1608 Calculation Date/Time: 08:16, Sat, May 20, 2017 Page 2 of 9 Calculation Description: 1 Story Example Rev 3 Input File Name: Custom Home 1608.ribd16 HERS FEATURE SUMMARY The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • IAQ mechanical ventilation Cooling System Verifications: • Minimum Airflow • Verified EER • Verified SEER • Refrigerant Charge • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: • Duct Sealing Domestic Hot Water System Verifications: —None — BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Custom home 1608 1608 1 3 1 1 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Conditioned Conditioned HVAC System 2 1608 8 DHW System Registration Number: 217-Po10168769A-000-000-0000000-0000 Registration Date/Time: 2017-05-20 08:58:20 CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-05092017-695 iT 1 HERS Provider: CaICERTS Inc. Report Generated at: 2017-05-20 08:17:48 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R -PRF -01 Project Name: Custom home 1608 Calculation Date/Time: 08:16, Sat, May 20, 2017 Page 3 of 9 Calculation Description: 1 Story Example Rev 3 Input File Name: Custom Home 1608.ribd16 OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (W) Window & Door Area (f:2) Tilt (deg) Front Conditioned R19 R4 Stucco Wall 252 Front 336 90 90 Left Conditioned R19 R4 Stucco Wali 342 Left 80 33.35 90 Back Conditioned R19 R4 Stucco Wall 72 Back 394 73.35 90 Right Conditioned R19 R4 Stucco Wall 162 Right 256 0 90 CWall 1 Conditioned R19 R4 Stucco Wall 297 - specify - 24 8 90 CWall 2 Conditioned R19 R4 Stucco Wall 207 - specify - 24 8 90 GarToHouse Front Conditioned»Garage Gar House R15 64 20 GarToHouse Right Conditioned»Garage Gar House R15 176 17 Ceiling (below attic) 1 Conditioned R38 Ceiling below attic 1608 Gwall Front Garage Garage Ext Wall 2 252 Front 192 112 90 Gwall Left Garage Garage Ext Wail 2 342 Left 192 18 90 Gwall Right Garage Garage Ext Wall 2 162 Right 16 0 90 GWali Back Garage Garage Ext Wall 2 72 Back 126 0 90 Gar Ceiling Garage RO CIgBIwAttic Cons 576 ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Gar Attic Asphalt High Perfomance Ventilated 4 0.1 0.85 No No Attic Asphalt High Perfomance Ventilated 4 0.1 0.85 No No Registration Number: 217-Po10168769A-000-000-0000000-0000 Registration Date/Time: 2017-05-20 08:58:20 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-05092017-695 Report Generated at: 2017-05-20 08:17:48 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Custom home 1608 Calculation Date/Time: 08:16, Sat, May 20, 2017 Page 4 of 9 Calculation Description: 1 Story Example Rev 3 Input File Name: Custom Home 1608.ribd16 FENESTRATION / GLAZING 01 02 03 04 Name Side of Building 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multiplier Area (ft2) U -factor SHGC Exterior Shading F1 Window Front (Front -252) 5.0 4.0 1 20.0 0.29 0.22 Insect Screen (default) F2 Window Front (Front -252) 5.0 4.0 1 20.0 0.29 0.22 Insect Screen (default) F3 Window Front (Front -252) - - 1 16.0 0.29 0.22 Insect Screen (default) F4 Window Front (Front -252) 4.0 3.5 1 14.0 0.29 0.22 Insect Screen (default) L1 Wndow Left (Left -342) 5.0 6.7 1 33.4 0.29 0.22 Insect Screen (default) B1 SGD Window Back (Back -72) 5.0 6.7 11 33.4 0.29 0.22 Insect Screen (default) B2 Window Back (Back -72) 5.0 4.0 1 20.0 0.29 0.22 Insect Screen (default) B3 Window Back (Back -72) 5.0 4.0 1 20.0 0.29 0.22 Insect Screen (default) C1 Window CWall 1 (- specify -297) 2.0 4.0 1 8.0 0.29 0.22 Insect Screen (default) Window 10 Window CWall 2 (- specify -207) 1 2.0 1 4.0 1 1 8.0 0.29 0.22 Insect Screen (default) OPAQUE DOORS 01 02 03 04 Name Side of Building Area (ftZ) U -factor Front Dr Front 20.0 0.50 GarToHouse Dr GarToHouse Front 20.0 0.50 DoorToHouse GarToHouse Right 17.0 0.50 GDoor Gwall Front 112.0 1.00 Gar Door 2 Gwall Left 18.0 0.50 Registration Number: 217-P010168769A-000-000-0000000-0000 Registration Date/Time: 2017-05-20 08:56:20 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-05092017-695 Report Generated at: 2017-05-20 08:17:48 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Custom home 1608 Calculation Date/Time: 08:16, Sat, May 20, 2017 Calculation Description: 1 Story Example Rev 3 Input File Name: Custom Home 1608.ribd16 CF1 R -PRF -01 Page 5 of 9 OVERHANGS AND FINS 01 02 03 04 05 Q6 07 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Overhang Left Fin • Inside Finish: Gypsum Board Garage Ext Wall 2 Right Fin Wood Framed Wail Window F1 F2 F4 Depth 2 2 2 Dist Up 0.5 0.5 0.5 Left Extent 13.5 3 2.5 Right Extent 3 13.5 3 Flap Ht. 0 0 0 Depth 0 0 0 Top Up 0 0 0 Distl- 0 0 0 Bot Up 0 0 0 Depth 0 0 0 Top Up Dist R 0 0 0 0 0 0 Bot Up 0 0 0 L1 15.75 0.5 0.5 2.5 0 0 0 0 0 0 0 0 0 B1 SGD 2 0.5 38.5 26 0 0 0 0 0 0 0 0 0 B2 2 0.5 23 41.5 0 0 0 0 0 0 0 0 0 B3 2 0.5 5 60 0 0 0 0 0 0 0 0 0 C1 2 0.5 0.5 0.5 0 0 0 0 0 0 0 0 0 Window 10 2 0.5 0.5 0.5 0 0 0 0 0 0 0 0 0 UrAWUr- 5UK1-ACE CONSTRUCTIONS 01 02 03 04 05 Q6 07 Construction Name Surface Type Construction Type Framing Total Cavity R -value Winter Design U -value Assembly Layers • Inside Finish: Gypsum Board Garage Ext Wall 2 Exterior Walls Wood Framed Wail 2x6 @ 16 in. O.C. none 0.143 • Cavity /Frame: no insul. /2x6 • Exterior Finish: R4 Synthetic Stucco RO ClgBlwAttic Cons Ceilings (below attic) Wood Framed Ceiling 2x4 Bottom Chord of Truss @ 24 in. O.C. none 0.481 • Inside Finish: Gypsum Board • Cavity/Frame: no insul. /2x4 Btm Chrd • Inside Finish: Gypsum Board Gar House R15 Interior Walls Wood Framed Wall 2x4 @ 16 in. O.C. R 15 0.086 • Cavity/Frame: R -15/2x4 • Other Side Finish: Gypsum Board R38 Ceiling below attic Ceilings (below attic) Wood Framed Ceiling 2x4 Bottom Chord of Truss @ 24 in. O.C. R 38 0.025 • Inside Finish. Gypsum Board • Cavity/Frame: R-9.1 /2x4 Btm Chrd • Over Ceiling Joists: R-28.9 insul. • Inside Finish: Gypsum Board R19 R4 Stucco Wall Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 19 0.054 • Cavity/Frame: R -19/2x6 • Exterior Finish: R4 Synthetic Stucco • Under Roof Joists: R-0.0 insul. • Cavity/Frame: R -13.0/2x4 High Perfomance Attic Roofs Wood Framed Ceiling 2x4 @ 16 in. O.C. R 13 0.082 - RoofAsphalt • Roofing., Li Roofck., Wood /Asphalt Shingle) 9 9 ( p g ) Registration Number: 217-P010168769A-000-000-0000000-0000 Registration DateMme: 2017-05-20 08:58:20 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-05092017-695 Report Generated at: 2017-05-20 08:17:48 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Custom home 1608 Calculation Date/Time: 08:16, Sat, May 20, 2017 Page 6 of 9 Calculation Description: 1 Story Example Rev 3 Input File Name: Custom Home 1608.ribd16 SLAB FLOORS 02 Quality Installation of Spray Foam Insulation 03 Building Envelope Air Leakage pq CFM50 Not Required Not Required 01 02 03 04 05 06 07 Name Zone Area (ft) Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Slab On Grade Conditioned 1608 164.25 None 0,8 No Gslab Garage 576 65.75 None 0 No ncKA YCK1r1GA11UN 01 Quality Insulation Installation (011) 02 Quality Installation of Spray Foam Insulation 03 Building Envelope Air Leakage pq CFM50 Not Required Not Required Not Required WATER HEATING SYSTEMS 01 02 Name System Type DHW System DHW 03 Distribution Type Standard 04 05 06 Water Heater Number of Heaters Solar Fraction {%) Small Instantaneous (1) 1 Na WATER HEATERS 01 02 03 04 05 06 QT 0809 10 11 Name Heater Element Type Tank Type Number of Units Tank " Volume (gal) Energy ," Factor or Efficiency Input Rating/Pilot Tank InsulationTank R -value (Int/Ext) ; Standby Loss / Recovery Eff NEEA Heat Pump Type Location or Ambient Condition Small Instantaneous Gas Small Instantaneous 1 0 0.91 EF 125,000 Btu/hr R-0 Na n/a n/a SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cool' g U 1n ame Fan Name Distribution Name HVAC System 2 Other Heating and Cooling Fum 81 System poling System 2 HVAC Fan 1 Attic Default HVAC - HEATING UNIT TYPES — 01 02 03 04 Name System Type Number of Units Efficiency Furn 81 CntrlFurnace 1 81 AFUE Registration Number: 217-P010168769A-000-000-0000000-0000 Registration Date/Time: 2017-05-20 08:58:20 HERS Provider: CaiCERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-05092017-695 Report Generated at: 2017-05-20 08:17:48 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Custom home 1608 Calculation Date/Time: 08:16, Sat, May 20, 2017 Calculation Description: 1 Story Example Rev 3 Input File Name: Custom Home 1608.ribd16 HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Efficiency Name System Type Number of Units EER SEER Zonally Controlled Compressor Type Cooling System 2 PkgAirCond 1 12.5 F16 Not Zonal Single Speed HVAC COOLING - HERS VERIFICATION 01 02 03 Name Verified Airflow Airflow Target Cooling System 2 -hers -cool Required 350 HVAC - DISTRIBUTION CFI R -PRF -01 Page 7 of 9 08 HERS Verification Cooling System 2 -hers -cool SYSTEMS 04 05 06 Verified EER Verified SEER Verified Refrigerant Charge Required Required Required SYSTEMS 01 02 03 04 05 06 07 Name Type Attic Default Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification DuctsAttic Sealed and tested 8 Attic None Attic Default -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION 02 03 04 05 06 07 08 01 Name Duct Leakage Duct Leakage,.Verified Duct Verified Duct, Buried Deeply Buried Low -leakage Verification Required Target (%) Location Design Ducts Ducts Air Handler Attic Default -hers -dist 5.0 Not Required Not Required Not Required Not Required HVAC -FAN SYSTEMS 01 02 03 04 Name Type Fan PowerWatts/CFM ( ) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 Name Verified Fan Watt Draw 03 Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 0.58 Registration Number: 217-P010168769A-000-000-0000000-0000 Registration Date/Time: CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-05092017-695 17-05-20 08:58:20 HERS Provider: CaICERTS inc. Report Generated at: 2017-05-20 08:17:48 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Custom home 1608 Calculation Date/Time: 08:16, Sat, May 20, 2017 Calculation Description: 1 Story Example Rev 3 Input File Name: Custom Home 1608AW16 CFI R -PRF -01 Page 8 of 9 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ IAQ Recovery HERS Verification SFam IAQVentRpt 1 46 0.25 Default 0 Required VUUL11y" VCr411LA11UN 01 Name Cool Vent Fan 1 02 03 Airflow Rate (CFM/ft2) Cooling Vent CFM 1.5 2412 04 Cooling Vent Wafts/CFM 0.1 05 06 Total Wafts Number of Fans 241 1 Registration Number: 217-P010168769A-000-000-0000000-0000 Registration Datefrime: 2017-05-20 08:58:20 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-05092017-695 Report Generated at: 2017-05-20 08:17:48 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Custom home 1608 Calculation Date/Time: 08:16, Sat, May 20, 2017 Calculation Description: 1 Story Example Rev 3 Input File Name: Custom Home 1608.ribd16 CF1 R -PRF -01 Page 9 of 9 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Martin Alvis Company: Signature Date: M & T Energy Analyst 2017-05-20 08:57:24 Address: CEA/HERS Certification Identification (If applicable): P.O. Box 534 City/State/Zip: Phone: Chico, CA 95927 530-990-0030 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Responsible Designer Name: Responsible Designer Signature: - Rufus Casey Company: Date Signed: Casey Construction 2017-05-20 08:58:20 Address: License: 704 Justeson Road n/a City/State/Zip: Phone: Gridley, CA 95948 530-846-3324 Digitally signed by CaICERTS. This digs a/ signature is provided in order to secure the content of this registered document and in no way implies Registration Provider responsibility for the accuracy of the information. Registration Number: 217-P010168769A-000-000-0000000-0000 CA Building Energy Efficiency Standards - 2016 Residential Compliance Registration DateTme: 2017-05-20 08:58:20 Report Version - CF1 R-05092017-695 Easy to Verify at CaICERTS.com HERS Provider: CaICERTS inc. Report Generated at: 2017-05-20 08:17:48 JOB: RL Casey / LOCATION: �/ 1 1 I Te TRUSS ENGINEERING POWER TO PERFORM. BMTE. Ci Ill Industries, Inc 7777 Greenback Lane JUIN 2.2 201A Suite 109 Citrus Heights, Ca.95610 STEVUJUPMENT Phone: (916)676-1900 MR!l Fax:(916)676-1909 21 7-195q ► LUMBER ► HARDWARE ► STOCK PLANS ► CUSTOM DRAFTING ► TRUSS ENGINEERING ► TRUSSES ► PRE FRAMED WALLS 655 Ca/ Oak Rd. P.O. Box 1947 Oroville, Ca.95965 Phone:(530)534-0300 Fax. -(530)534-5269 WARNING: DO NOT CUT OR ALTER TRUSSES IN ANY WAY. WARNING: DO NOT STORE TRUSSES ON UNEVEN GROUND. This Image was created with waF TIMBER OCOEIVED PRODUCTS TRUSSES REQUIRE EXTREME CARE IN HANDLINGINSPECTION BUYER ACCEPTS THAT LUMBER AND LUMBER PRODUCTS sS' a. 105 S.E. 124th AVE. MAY CONTAIN MOLD SPORES, THE PRESENCE OF WHICH Vancouver, Wa. 98684 WILL NOT BE CONSIDERED A DEFECT TRS AND ASSOCIATES -x Phone: (360)449-3840 ® Fax:(360)449-3953 I L I LI Q Q -all A11 11) Al2(5)12(4) A 4A( 14 5) "' R L Casey MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 Re: Casey_RL Casey_RL 51017 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Endeavor Homes. Pages or sheets covered by this seal: R50634652 thru R50634659 My license renewal date for the state of California is March 31, 2018. QgpFESS/ON TEOOOs�62 wP C 75435 FC�m EXP. 03131/2018 1-lV yl� n May 23,2017 Teodosescu,Eduard IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Symbols Numbering System 661 General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3 " /" Center plate on joint unless x, y offsets are indicated. 6 4 8 f dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss ( 1. Additional stability bracing for truss system. e.g. and fully embed teeth. diagonal or X -bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For 0.1/161 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. CI -2 cza 4 3. Never exceed the design loading shown and never o WEBS cz4 stack materials on inadequately braced trusses. p d h > 3 � 3 O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U b s' v designer, erection supervisor, property owner and all other interested ponies. III plates 0 -'Al' from outside rL (=j edge of truss. Ift- 0 5. Cut members to bear tightly against each other. C7.8 C45-7cs c BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the $ 7 b 5 joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. required direction of slots in connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. `Plate location details available in MiTek 20/20 8. Unless otherwise noted, moisture content of lumber Software Or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 9. Unless expressly noted, this design is not applicable for PLATE SIZE THE LEFT. use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is anon -structural consideration and is the width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to p y 4 x 4 to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. PRODUCT CODE APPROVALS LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or after truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. ®®® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design inn pi back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ■ &-*- is not sufficient. DSB-89: Design Standard for Bracing.Wi BCSI: Building Component Safety Information, k® 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER Ta PERF 7RM." ANSI/TPI I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10208 l L7 rb Truss Truss Type Qty Ply Casey_RL 51017 R5063465 4SEY_RL A10 GABLE 1 1 Job Reference (optional) Endeavor Homes, Oroville, CA 95965^ ^ ^n T^ n* 7.430 s Jul 25 2013 MiTek Industries, Inc. Mon May 22 16:07:03 2017 Page 1 ont i�kYal 17.,1 TSI\/ate-7A. 51 fMxcmnfnVw98s00?SVYDJ28AQXIZCIolKZC 2-0-0 16-0-0 3x4 = 13 14 15 16 17 16-0-0 3400 2-0-0 Scale = 1:59.2 52 51 50 49 48 47 46 45 44 43 42 41 4u oa 00- 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.02 29 n/r 120 TCDL 10.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.04 29 n/r 90 BCLL 0.0 * Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 28 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) BRACING PLATES GRIP MT20 220/195 Weight: 205 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or -0-0 oc bracing. OTHERS 2x4 DF Std REACTIONS All bearings 32-0-0. (lb) - Max Horz 2=114(LC 6) Max Uplift All uplift 100 Ib or less atjoint(s) 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 2=-117(LC 8), 28=-117(LC 8) Max Grav All reactions 250 Ib or less atjoint(s) 15, 42, 40, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 2=267(LC 17), 28=267(LC 18) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=32ft; eave=2ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 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 ANS11TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 52, 51, 50, 49, 48, 47 46, 45, 44, 43, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except Qt=1b) 2=117, 28=117. LOAD CASE(S) Standard WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 -V. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and p for in orporateIndividual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing I always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 9?,pFESS10N 1E00�S�F2 Lu w C 75435 c m * EXP. 03/31/2018 rAMW WOW 7777 Greenback Lane May 23,2017 ___ "- __—_— � –.. —..__ .._. - i._—.. -1, .IIiG..il __ _. __. ...I I- - - L.._l L__ Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y Damage or Personal Injury offsets are indicated. b 4 8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For 16 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. cr-z cza 3. Never exceed the design loading shown and never o ZWEBS`'Al � Oz 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate 0 db designer, erection supervisor, property owner and plates 0 -'Ad' from outside n s v U all other interested parties. edge of truss. 0 CL 5. Cut members to bear tightly against each other. c7-8 C6-7 csc O BOTTOM CHORDS 6. Place plates on each face of truss at each This Symbol indicates the g 7 6 5 joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. required direction of slots in Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. "Plate location details available in MITek 20/20 8. Unless otherwise noted, moisture content of lumber software Ot Upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to 4 x to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. PRODUCT CODE APPROVALS LATERAL BRACING LOCATION ICC ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243, 96048, specified. by text in the bracing section Of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 N. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or atter truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (frons, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. e ® is not sufficient. DSB-89: Design Standard for Bracing. Tewk BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER Ira PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. Mitek Engineering Reference Sheet: Mll-7473 rev. 10-'08 truss type -" ' I -- —- - _ -^^ R50634653 COMMON it 1 , 11 avor Homes, Oroville, CA 95965 7.430 s Jul 25 2013 MiTek Industries, Inc. Mon May 22 16:07:05 2017 Page 1 ID: N 12?j 1 TN04POUshX6UZyLTzI V4z-VX?rm LOnN_4N1 p4YFHts4WaoB6cOeGSaRWCvgCzDt3a _2_0_0 8-4-14 16-0-0 23-10-4 27-6-4 32-0-0 34-0-0 2-0.0 8-4-14 7-7-2 7-10-4 3-8-0 4-5-12 2-0-0 Scale = 1:59.2 4x8 = 5.00 12 oxY — 5x8 = 5x8 = 3x4 — 1.5x4 11 I6 d 8-4-14 8-4-14 16-0-0 7-7-27-10-4 23-10-4 27-6-4 32-0-0 3-8-0 4-5-12 Plate Offsets (X,Y): 3:0-4-0 0-3-0 6:0-2-8 0-3-0 11:0-4-0 0-3-0 12:0-3-0 0-3-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP MT20 220/195 TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.11 2-12 >999 360 TCDL 10.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.34 2-12 >841 240 BCLL 0.0 * Rep Stress Incr YES WB 0.27 Horz(TL) 0.03 10 n/a n/a Weight: 143 Ib FT = 20% BCDL 10.0 Code IBC2012/TPI2007 (Matrix) BRACING LUMBER TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins. TOP CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No.2 WEBS 1 Row at midpt 3-11 WEBS 2x4 OF Std *Except* 3-11,5-11: 2x4 DF No.2 REACTIONS (Ib/size) 2=1012/0-3-8 (min. 0-1-8), 10=1527/0-3-8 (min. 0-1-10), 7=255/0-3-8 (min. 0-1-8) Max Horz 2=114(LC 6) Max Uplift2=-224(LC 8), 10=-206(LC 8), 7=-122(LC 8) Max Grav 2=1012(LC 1), 10=1527(LC 1), 7=319(LC 18) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1593/253, 3-4=-766/189, 4-5=-765/186, 5-6=-5/488, 6-7=-43/259 BOT CHORD 2-12=-131/1380,11-12=-133/1375, 10-11=-392/104 WEBS 3-12=01343,3-11=-860/172,5-11=-88/1110,5-10=-12621241, 6-10=-266/32 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=32ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=224, 10=206,7=122. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall buildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Q,?,OFESS/p/V �q ¢� TEOp0s��2 �? C 75435, * EXP. 03/3112018 P OF C ALW May 23,2017 i.s MiTek' 7777 Greenback Lane Symbols Numbering SystemGeneral Safety Notes PLATE LOCATION AND ORIENTATION 13/4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. Dimensions are in ft -in -sixteenths. b 4$ dimensions shown in ft-in-sixieenths (Drawings not to scale) Damage or Personal Injury Apply plates to both sides Of trL1S$ and fully embed teeth. 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI. �i/i �, 2. Truss bracing must be designed by an engineer. For 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or attemative T, I, or Eliminator CI -2 C2-3 bracing should be considered. 4 WEBS e�4 3. Never exceed the design loading shown and never 0 stack materials on inadequately braced trusses. For 4 x 2 orientation, locate O v 3 ��� 3 O U 4. Provide copies of this truss design to the building designer, 'Ag' sb Q erection supervisor, property owner and plates 0- from Outside 0L y' v U all other interested parties. edge of truss. 0O 5. Cut members to bear tightly against each other. IL c� e ce-z cs-e BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 65 joint and embed fully. Knots and wane at joint ® required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from `Plate location details available in MiTek 20/20 the environment in accord with ANSI/TPI 1. Software or upon request. 8 Unless hervAse noted, moisture .lumber tex JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE hall notexceed 19% at time of fabricatioof AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate width measured perpendicular CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non structural consideration and is the 4 x 4 to slots. Second dimension is responsibility of truss fabricator. General practice is to camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC -ES Reports: species and size, and 12. Lumber used shall be of the s p in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherWse noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but C 2006 MiTek® All Rights Reserved 16. Do not cut or alter truss member or plate Wthout prior approval of an engineer. reaction section indicates joint ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI l : National Design Specification for Metal { 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.a ® and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing.M" is not sufficient. BCSI: Building Component Safety Information, ® 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, P C7WER rQ PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10208 Job Truss Truss Type Qty Ply Casey–RI-51017 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d 850634654 CASEY–RL Al2 COMMON 9 1 TCDL 10.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.65 13-14 >549 240 BCLL 0.0 * Job Reference (optional) tnceavor nomes, —owae,�..,., ,.,,, ID:N12?j1TN04POUshX6UZyLTzIV4z-VX?rmLOnN_4N1 p4YFHts4Wagr6aYe90aRWCvgCzDt3a 2 0-0 2-1 12 9-0-14 16-0-o t7 -o -o zo-e-z N-'-4 27-6-0 32-0-0 3a -0-o 2-0.� 0 2-1-12 6-11-2 6-11-2 1-0-0 36-2 3-8-2 3-i-12 4110 2-0-0 Scale = 1:60.1 611 5.00 12 4x5 = 3x4 5 6 1.5x4I .. ._ 6x8 = 6x6 = 3x8 = 2.50 12 7 -0- 56- 2-0-0 0-1- 2 6-11-2 6-11-2 1-0-0 3-1-12 Plate Offsets (X Y)• [4:0-3-0,0-3-01, I9.0-2-8 0-3-01 [13:0-4-0,0-3-91, [15:0-4-0,0-2-121, [17:0-2-8,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.25 13 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.65 13-14 >549 240 BCLL 0.0 * Rep Stress Incr YES WB 0.75 Horz(TL) 0.27 10 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 172 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-5 cc purlins. BOT CHORD 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: 10-13: 2x4 DF No.1&Btr 6-0-0 cc bracing: 2-18,17-18. WEBS 2x4 DF Std REACTIONS (Ib/size) 10=1303/0-3-8 (min. 0-1-8),18=1494/0-3-8 (min. 0-1-10) Max Horz 18=114(LC 7) Max Uplift 10=-256(LC 8), 18=-336(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-285/329, 3-4=-1817/248, 4-5=-1492/272, 5-6=-1327/269, 6-7=-1513/288, 7-8=-2232/345, 8-9=-4122/532, 9-10=-4382/525 BOT CHORD 2-18=-246/294, 17-18=-246/294, 16-17=-116/1605, 15-16=-59/1342, 14-15=-169/2091, 13-14=-387/3866,12-13=-422/4037,10-12=-413/4028 WEBS 3-18=-1381/383,3-17=-411/1847, 4-16=-400/75,5-16=-521644, 6-16=406/59, 6-15=-93/408, 7-15=-1127/168, 7-14=-67/906, 8-14=-2098/256, 8-13=-147/1700 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 10=256, pFESSI ONS 18=336. OQ9 T EDQOst��2�i CASE(S) standard M�4yf i4 LOAD w t? C 75435 C M D rn EXP. 03/31/2018 CAL May 23,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. a ll! Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not. a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Symbols NumberingSystem n r l Safety Notes PLATE LOCATION AND ORIENTATION t4-134 Center plate on joint unless x, y Failure to Fallow Could Cause Property offsets are indicated. Dimensions are in ft -in -sixteenths. 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Damage or Personal Injury Apply plates to both sides of truss and fully embed teeth. 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI. 1/i 2. Truss bracing must be designed by an engineer. For 6,• 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T, I, or Eliminator „ c i4 cz-a bracing should be considered. 4 WEBS ca,s 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. For 4 x 2 orientation, locate 'Ag, O v 3 ��� U eb O= 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and plates 0- from outside Q- s' u U all other interested parties. edge of truss. p 5. Cut members to bear tightly against each other. cz-e C6-7 c -c � BOTTOM CHORDS 6. Place plates on each face of truss at each This Symbol indicates the 8 7 65 joint and embed fully. Knots and wane at joint required direction of slots in locations ore regulated by ANSI/TPI 1. connector plates. 7. Design assumes tenses will be suitably protected from *Plate location details available in MiTek 20/20 the environment in accord with ANSI/TPI 1. software or upon request.Unless 8 tlumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE hall not ex exceed 19%at me of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 4 4 width measured perpendicular CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Comber is a non-structural consideration and is the fabricator. x to slots. Second dimension is responsibility of truss General practice is to camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC -ES Reports: species and size, and 12. Lumber used shall be at the s P in all respects, equal to or better than that Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but 16. Do not cut or atter truss member or plate Wthout prior © 2006 MiTek@ All Riqhts Reserved approval of an engineer. reaction section indicates joint ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult Wth Industry Standards: project engineer before use. ANSI/TPI i : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.■ ® and pictures) before use. Reviewing pictures alone DS B-89: Design Standard for Bracing.M is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10-'08 __ _ -JL_L1, Job Truss -CF 10- 7-6-6 7-7-2 1-0-0 3-8-2 3-8-2 3-1-12 Qty Ply Casey_RL 51017 CASEY RL A13 ]TTy�� 1 1 PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.29 13 >999 360 -. .nn_ Job Reference o tional La 1c-1-1-1 - ,... av- inn -A gni] Pnno1 mnueavui ID: N1271 TN04POUshX6UZyLTzIV4z-zjZE_hPP8HCEfzfkp_OSdj7J WupNcDkgAxSMfzDt3Z -2-0.0 B-4-14 16-0.0 7-0. 20-8-2 24-4-4 27-6-0 32-0-0 340-0 2-0.0 8-414 7-7-2 1-0-0 3-8-2 3-8-2 3-1-12 46-0 2-0.0 Scale = 1:60.1 61 5.00 12 4x6 = 3x4 5 6 6x8 = 3x5 = 5x6 = 3x8 - 2.50 12 -10- 8-4-14 16-0.0 7-0. 20.8-2 24-44 27-6-0 32-0-0 -CF 10- 7-6-6 7-7-2 1-0-0 3-8-2 3-8-2 3-1-12 46-0 Plate Offsets (X Y) 12 0 2 1 0 2 O1 14.0 3 0 0 3-41 [9:0-2-8 0-3-0] [1370 4 0 0 3-91 115.0-4-0 0-2-121 117'0-3-0 0-3-41 - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.29 13 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.74 13-14 >514 240 BCLL 0.0 * Rep Stress Incr YES WB 0.75 Horz(TL) 0.34 10 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 169 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-1 oc purlins. BOT CHORD 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 9-2-3 oc bracing. 10-13: 2x4 DF No.1&Btr WEBS 1 Row at midpt 4-16 WEBS 2x4 DF Std *Except* 4-16: 2x4 DF No.2 SLIDER Left 2x4 DF No.2 4-1-7 REACTIONS (Ib/size) 2=1400/0-6-7 (min. 0-1-8), 10=1392/0-3-8 (min. 0-1-8) Max Horz 2=114(LC 7) Max Uplift2=280(LC 8), 10=-275(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2507/375, 4-5=-1735/319, 5-6=-1539/309, 6-7=-1740/336,7-8=-2501/402, 8-9=4658/643, 9-10=-4749/600 BOT CHORD 2-17=-241/2214, 16-17=-242/2210, 15-16=-103/1551, 14-15=-223/2345, 13-14=475/4275, 12-13=-476/4285,10-12=485/4369 WEBS 4-17=0/324, 4-16=780/161, 5-16=-54/727, 6-16=-379/67, 6-15=-103/412, 7-15=-1190/181, 7-14=-81/972, 8-14=-2279/296, 8-13=-174/1823 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuI1=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Building designer should verify capacity OF ESS/ ONq� 5) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. �OPR E T 01)0 of bearing surface. to bearing capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=280, Q (fes S� 6) Provide mechanical connection (by others) oft plate P� 6 10=275. rP C 75435 LOAD CASE(S) Standard .1 rn �+ EXP. 03/31/2018 May 23,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 101OV2015 BEFORE USE. _T Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall WOW building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I V 1 O W is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 956 r Symbols Numbering System�b General Safety ®t s PLATE LOCATION AND ORIENTATION 3j4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. Dimensions are in ft -in -sixteenths. 6-4-8 dimensions shown in ft4n-sixteenths (Drawings not to scale) Damage or Personal Injury Apply plates to both sides of truss and fully embed teeth. 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See SCSI. d.i� n 6 2. Tans bracing must be designed by an engineer. For 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T,1, or Eliminator ct-z _ cza bracing should be considered. 4 WEBS c�4 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. For 4 x 2 orientation, locate W U v �' 6r� U M 4. Provide copies of this truss design to the building designer, erection supervisor, plates 0- 'Ai' from outside sb Q d v U property owner and all other interested parties. edge of truss. 0 O 5. Cut members to bear tightly against each other. cz-e c6-7 cs-v � BOTTOM CHORDS ® This symbol indicates the 6. Place plates on each face of truss at each required direction of slots in 8 7 b 5 joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1, connector plates. 7. Design assumes trusses will be suitably protected from `Plate location details available in MiTek 20/20 the environment in accord with ANSI/TPI 1. SotiWare or upon request. 8 herovise noted, oflumber tnotex JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE hallUnles exceed 19% at tit meof fabrication.AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 4 x 4 width measured perpendicular NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96046, specified. by text in the bracing section of the output. Use T, I or Eliminator bracing 95-43, 96-31, 9667A NER-487, NER-561 13. Top chords must be sheathed or purlins provided at indicated design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A spacing on 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but ©2006 MiTekC� All Rights Reserved 16. Donot cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.® e and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing,MTeK is not sufficient. SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, Paw --R Tc PSRFQRM.'" i ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 r rl 111.,:.11 N .- Job Truss Truss Type Qty Ply Casey_RL 51017 850634656 CASEY RL A13S COMMON 3 1 PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) -0.30 12 >999 360 -• inn Job Reference o tional _ ,.a nc nnnn ��.T..� i..w.�.e.. ..•. ..., e.• a --n. on- .- 1 .noeev., nun.es, ID: N1 2?j1 TN04POUshX6UZyLTzIV4z-v6h_ONOggvSyuHo7wPQZi8CGyKaCrWe17UOZRXzDt3X 8-4-14 16-0-0 7-0- 20-8-2 24-4-4 27-6-0 32-0.0 34-0.0 2-0.0 8-4-14 7-7-2 1-0-0 3-8-2 3-8-2 3-1-12 4-6-0 2-0-0 Scale = 1:60.1 6 5.00 12 4x5 = 3x4 4 5 -6x8 = 5x6 = 3x8 - 2.50 12 3 f I d B-4-1416-0.0 7-0. 20.8-2 24-4-4 27-6-0 32-0-0 8-4-14 7-7-2 1-0-0 3-8-2 3-8-2 3-1-12 Plate Offsets MY): [3:0-4-0,0-3-01, [8:0-2-8,0-3-01, [12:0-4-0,0-3-91, [1470-4-0,0-2-121, [1670-3-0,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) -0.30 12 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.76 12-13 >503 240 BCLL 0.0 * Rep Stress Incr YES WB 0.76 Horz(TL) 0.35 9 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 163 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 9-1-10 oc bracing. 9-12: 2x4 DF No.1&Btr WEBS 1 Row at midpt 3-15 WEBS 2x4 DF Std *Except* 3-15: 2x4 DF No.2 REACTIONS (Ib/size) 2=1397/0-3-8 (min. 0-1-8),9=1397/0-3-8 (min. 0-1-8) Max Horz 2=114(LC 7) Max Uplift2=-276(LC 8), 9=-276(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2571/385, 3-4=-1747/322, 4-5=-1559/314, 5-6=-1754/339, 6-7=-2518/405, 7-8=-4682/648, 8-9=-4772/605 BOT CHORD 2-16=-253/2279, 15-16=-255/2274, 14-15=-106/1564, 13-14=-226/2360, 12-13=-479/4299, 11-12=-481/4309, 9-11=-489/4391 WEBS 3-16=0/349, 3-15=-839/173, 4-15=-68/762, 5-15=-404/51, 5-14=-102/424, 6-14=-1194/182, 6-13=-81/976, 7-13=-2290/298, 7-12=-176/1833 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; left exposed end vertical left and right exposed; Lumber DOL=1.33 plate Exp C; enclosed; MWFRS (directional); cantilever and right ; grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity RpF ESS/p of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=276, F TE 1) <� 9=276. �O GO P FZ a n R1 LOAD CASE(S) Standard C 75435 uJ ul G EXP. 03/31/2018 OFA May 23,2017 WARNING - Verfi deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. M J Design valid for use only with MfTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPH Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95� Symbols Numbering SystemGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property � 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in -sixteenths.(( 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Damage or Personal Injury Apply plates to both sides of truss and fully embed teeth. 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI. O -i/i Q, 2. Truss bracing must be designed by an engineer. For 1 2 3 wide truss spacing, individual lateral braces themsetves may require bracing, or alternative T, I, or Eliminator TOP CHORDS bracing should be considered. ci-z c2-3 4 WEBS coo 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. For 4 X 2 orientation, locate Ce 0 �'� ��� O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and b d u U property interested Plates 0 -'aa' from outside �'` all other parties. edge of truss. 5. Cut members to bear tightly against each other. cz a cs z c' O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. "Plate location details available in MITek 20/20 software Or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots, 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, in all respects, equal to or better than that specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint 17. Install and load vertically unless indicated otherwise. number where bearings occur, ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: NEE project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.■ and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing.RA e k® is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFaRM.- ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 cnuravu, ID:N12?jlTN04POUshX6UZyLTzIV4z-OIFMciRIRCapWQNJU7xoEMIW3jz3a4ZAM8A6z_zDt3W 5-10.8 10-11-4 16-0-0 21-0-12 26-1-8 32-0-0 340-0 5-10-8 5-0-12 5-0-12 5-0.12 5-0-12 5-10-8 2-0.0 Scale = 1:56.8 6I 5.00 4x4 = 4 3x5 =axo 3x4 = 5x5 = 5x5 = 3x4 = 6.10.10 12-11-9 19-0-7 25-1-6 32-0-0.,. ,,, c n 1 a1a 6-0-14 6-10-10 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.14 10-11 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.37 10-11 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.12 7 n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x4 DF No.2 BOT CHORD WEBS 2x4 DF Std REACTIONS (Ib/size) 1=1264/0-3-8 (min. 0-1-8),7=1401/0-3-8 (min. 0-1-8) Max Horz 1=-114(LC 6) Max Upliftl=-196(LC 8), 7=-279(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2730/438,2-3=-2593/453, 3-4=-1974/385, 4-5=-1971/383, 5-6=-2549/423, 6-7=-2686/407 BOT CHORD 1-12=-322/2450, 11-12=-212/1976, 10-11=-105/1506, 9-10=-205/1967, 7-9=-290/2404 WEBS 4-10=-97/647, 5-10=-511/148, 5-9=59/507, 6-9=-270/115, 4-11=-103/655, 3-11=-524/158, 3-12=-90/551, 2-12=-289/128 Weight: 148 Ib FT = 20% Structural wood sheathing directly applied or 3-3-5 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=196, 7=279. LOAD CASE(S) Standard Q�,pFESSIpN 44 QO T EOp�s�c�2 F G Lu w C 75435 C m EXP. 03/31/2018 ,r * * , May 23,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi`M..ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-99 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95 Truss Truss Type Qty Ply Casey_RL51017 R50fi34657 �ob EY_RL A14 COMMON 6 1 Job Reference o tional In 17 once 1 cnuravu, ID:N12?jlTN04POUshX6UZyLTzIV4z-OIFMciRIRCapWQNJU7xoEMIW3jz3a4ZAM8A6z_zDt3W 5-10.8 10-11-4 16-0-0 21-0-12 26-1-8 32-0-0 340-0 5-10-8 5-0-12 5-0-12 5-0.12 5-0-12 5-10-8 2-0.0 Scale = 1:56.8 6I 5.00 4x4 = 4 3x5 =axo 3x4 = 5x5 = 5x5 = 3x4 = 6.10.10 12-11-9 19-0-7 25-1-6 32-0-0.,. ,,, c n 1 a1a 6-0-14 6-10-10 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.14 10-11 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.37 10-11 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.12 7 n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x4 DF No.2 BOT CHORD WEBS 2x4 DF Std REACTIONS (Ib/size) 1=1264/0-3-8 (min. 0-1-8),7=1401/0-3-8 (min. 0-1-8) Max Horz 1=-114(LC 6) Max Upliftl=-196(LC 8), 7=-279(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2730/438,2-3=-2593/453, 3-4=-1974/385, 4-5=-1971/383, 5-6=-2549/423, 6-7=-2686/407 BOT CHORD 1-12=-322/2450, 11-12=-212/1976, 10-11=-105/1506, 9-10=-205/1967, 7-9=-290/2404 WEBS 4-10=-97/647, 5-10=-511/148, 5-9=59/507, 6-9=-270/115, 4-11=-103/655, 3-11=-524/158, 3-12=-90/551, 2-12=-289/128 Weight: 148 Ib FT = 20% Structural wood sheathing directly applied or 3-3-5 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=196, 7=279. LOAD CASE(S) Standard Q�,pFESSIpN 44 QO T EOp�s�c�2 F G Lu w C 75435 C m EXP. 03/31/2018 ,r * * , May 23,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi`M..ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-99 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95 - - - --EL —11L 11 Sym ols rinSystem neral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 14- 13/4 Center plate on joint unless x, y offsets are indicated. Ib 4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is always required. See BCSI. d 2. Truss bracing must be designed by an engineer. For lateral braces themselves -i/i 6" 1 2 3 wide truss spacing, individual TOP CHORDS may require bracing, or alternative T, I, or Eliminator ci-2 c2a bracing should be considered. WEBS ca 4 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. O �'� ��� 3 O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate b designer, erection supervisor, property owner and plates 0- 'Ag' from outside all other interested parties. edge of truss. 0 CL 5. Cut members to bear tightly against each other. cz e c� z c' O BOTTOM CHORDS 6. Place plates on each face of truss at each r. This symbol indicates theg 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. "Plate location details available in MITek 20/20 software or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19T. at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or atter truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words before use. Reviewing pictures alone and pc before Plate Connected Wood Truss Construction. o is not suffficieficie DSB-89: Design Standard for Bracing.1A BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10-'08 b Truss Truss Type Qty Ply Casey_RL 51017 Plate Offsets (X Y) f2 0 3 0 Edgel f4 0 2 0 Edgel f6:0 3 0 0-3-41 f7.0 0 10 Edgel f 10.0-5-4 0-3-01 f 11:0-3-4 Edoel 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 850634658 rCASEY_RL A14A COMMON 4 1 DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 .en Job Reference o tional . ea oe nn, a ee.re� .. �enm b., RA-av 19 iA n7 nn 9017 Pana. 1 tnaeavor momes, urovsrc, - - ID: N 12?j 1 TN04POUshX6UZyLTzIV4z-OIFMciRIRCapWQNJU7xoEMIS2juca0?AM8A6z_zDt3W 6-10-14 13-0-0 16-0-0 19.0-0 25-1-2 1 32-0-0 34-0-0 6-10-14 6-1-2 3-0-0. 3-0-0 6-1-2 6-10-14 2-0-0 Scale = 1:57.8 $I 3x4 = 5.00 12 3x5 = 12 11 3x4 II 3x4 11 1" sxo - 1.5x4 11 6x10 = 6x12 = 1.5x4 11 I6 I6 6-10-14 13-0-0 19-0-0 25-1-2 32-0-0 6-10-14 6-1-2 6-0-0 Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate 6-1-2 6-10-14 Plate Offsets (X Y) f2 0 3 0 Edgel f4 0 2 0 Edgel f6:0 3 0 0-3-41 f7.0 0 10 Edgel f 10.0-5-4 0-3-01 f 11:0-3-4 Edoel 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.38 11-12 >991 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.68 11-12 >558 240 BCLL 0.0 * Rep Stress Incr NO WB 0.56 Horz(TL) 0.16 7 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 152 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins. BOT CHORD 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10-11: 2x6 DF No.2 G WEBS 1 Row at mid pt 3-5 WEBS 2x4 OF Std REACTIONS (Ib/size) 1=1384/0-3-8 (min. 0-1-8),7=1521/0-M (min. 0-1-10) Max Horz 1=-114(LC 6) Max Upliftl=-215(LC 8), 7=-298(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3000/473, 2-3=-2432/416, 5-6=-2430/415, 6-7=-2960/445 BOT CHORD 1-12=-34712689,11-12=-350/2691, 10-11=-214/2172, 9-10=321/2651, 7-9=-318/2648 WEBS 5-10=-34/571, 6-10=-670/117, 3-11=-40/574,2-1 1=-712/148, 3-5=-1999/385 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 1=215, 7=298. 7) 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) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 OQ?,()FESS/0N�` 4� 1E000 �c2 Uniform Loads (plf) Vert: 14=60, 4-8=-60, 1-11=-20, 10-11=-60(F=-40), 7-10=-20 J (P Z w C 75435 c n rn IX X TFOF May 23,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not=Y a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall AA� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I V I i7.e ks Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSS -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus Heights CA 95 Symbols Numbering System� r aft to PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Damage or Personal Injury and fully embed teeth. 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 6' 2. Truss bracing must be designed by an engineer. For 1 2 3 wide truss spacing, individual lateral braces themselves —� TOP CHORDS may require bracing, or altemative T, I, or Eliminator C1-2 C2-3 bracing should be considered. 4 WEBS c24 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. For 4 x 2 orientation, locate O u -1'-1 �O () 4. Provide copies of this truss design to the building designer, erection plates 0 na' from outside eb = o_ s' u U supervisor, property owner and all other interested parties. edge of truss. 5. Cut members to bear tightly against each other. c7-e z C6-7cs-6 Q � BOTTOM CHORDS a� This symbol indicates the 6. Place plates on each face of truss at each .� required direction of slots in 8 7 6 5 joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from `Plate location details available in MiTek 20!20 the environment in accord with ANSI/TPI 1. software Or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 4 x 4 width measured perpendicular NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the to slots. Second dimension is responsibility of truss fabricator. General practice is to the length parallel to slots. camber for dead load deflection. 11. Plate type, size, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 96048, specified. by text in the bracing section of the output. Use T, I or Eliminator bracing 95-43, 96-31, 9667A NER-487, NER-561 13. Top chords must be sheathed or purlins provided at if indicated. 95110, 84-32, 96-67, ER-3907, 9432A spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings <N4—no (supports) occur. Icons vary but © 2006 MiTek& All Rights Reserved 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur.® 17. Install and load vertically unless indicated otherwise. EE18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.® ® and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing.MTek is not sufficient. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Pa'WER Ta PERFQRM.'" 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. Mitek Engineering Reference Sheet: Mil-7473 rev. 10208 Job Truss Truss Type Qty Ply Casey_RL 51017 I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 850634659 CASEY RL A20 GABLE 1 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.04 Jab Reference o tional tnoeavor homes, urovme, cr, aoyw ,.�.... ., �.., �.. �..... ......... ................. ...... ....... ..._, __ ._._...._,_ . ID: N 12?j 1 TN04POUshX6UZyLT7lV4z-KhN710TYzgq WlkXicYzGJngvCXn022 WTpSfD 1 szDt3U 16-0-0 32-0-0 34-0-0 16-0-0 16-0-0 2-0-0 Scale = 1:56.8 b1 I 3x4 = 3x4 - s nn 12 13 14 15 16 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 3x4 = 3X4 - 6Id LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.02 28 n/r 120 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.04 28 n/r 90 BCLL 0.0 * Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 27 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 202 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Std REACTIONS All bearings 32-0-0. (lb) - Max Horz 1=114(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 1, 51, 50, 49, 48, 47, 46, 45, 44, 43, 42, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except 27=-118(LC 8) Max Grav All reactions 250 Ib or less atjoint(s) 14, 1, 41, 39, 51, 50, 49, 48, 47, 46, 45, 44, 43, 42, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except 27=267(LC 18) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=32ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 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 ANSITTPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 51, 50, 49, 48, 47, 46, 45, 44, 43, 42, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except Qt=1b) 27=118. LOAD CASE(S) Standard pFp EODCO , ti4��0 TEOpps�FZ l` w C 75435 rn I *\1E03/31/2018 l* OFc May 23,2017 WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE Mi1.7473 rev. 1010312015 BEFORE USE. ■ Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall � ■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mile k, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 9561 Ll-- - --A-t 1 '__ J-1- I I , - Symbols Numbering SystemGeneral Safety Notes PLATE LOCATION AND ORIENTATION 3j4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. Dimensions are in ft -in -sixteenths. 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Damage or Personal Injury Apply plates to both sides of truss and fully embed teeth. 1. Additional stability bracing for truss system, e.g. diagonal or x -bracing, is always required. See BCSI. • O 2. Truss bracing must be designed by an engineer. For �i/f 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or aflemotive T, I, or Eliminator c1-2 c2-3 bracing should be considered. 4 WEBS cr4 3. Never exceed the design loading shown and never C1 stack materials on inadequately braced trusses. For 4 x 2 orientation, locate o! O v �� � ��� 3 U M 4. Provide copies of this truss design to the building designer, >b Q erection supervisor, property owner and interested plates 0 -'Al' from outside CL s' u U all other parties. edge of truss. p 5. Cut members to bear tightly against each other. cz-e C45-7 cs-s � BOTTOM CHORDS 6. Place plates on each face of truss at each �. This symbol indicates the 8 7 65 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. `Plate location details available in MiTek 20/20 software or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate width measured perpendicular CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the fabricator. 4 x 4 to slots. Second dimension is responsibility of truss General practice is to camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but C 2006 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPi l : National Design Specification for Metal r `°EE 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.■ ® and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing.MTek is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, PC7WER TG PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10-'08