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Home My WebLink AboutB17-0834 042-020-020ENERGY CALCULATIONS �• J 2 41 GRILLI RESIDENCE CHICO, CALIFORNIA BUTTE COUNTY BUILDING DIVISION APRIL 27, 2017 APPROVED REVIEWE® FOP CODE COMPLIANCE JUN 0 9 2017 TRB AND ASSOCIATES 2016 Low -Rise Residential Mandatory Measures Summary NOTE: Low-rise residential buildings subject to the Energy Standards must comply with all applicable mandatory measures, regardless of the compliance approach r used. Review the respective section for more information. 'Exceptions may apply. Ori inal08/2016 Building Envelope Measures: §1 10.6(a)l: Air Leakage. Manufactured fenestration, exterior doors, and exterior pet doors must limit air leakage to 0.3 cfn ft= or less when tested per NFRC400 or ASTM E283 or AAMAIWDMA/CSA 101fl.S.2/A440-2011 ' § 110.6(a)5: Labeling. Fenestration products must have a label meeting the requirements of § 10-111(a). § 110.6@): Field fabricated exterior doors and fenestration products must use U -factors and solar heat gain coefficient (SHGC) values from TABLES 110.6-A and 110.6-B for compliance and must be caulked and/or weatherstried.' § 110.7: Air Leakage. All joints, penetrations, and other openings in the building envelope that are potential sources of air leakage must be caulked, asketed or weather stripped. § 110.8(a): Insulation Certification by Manufacturers. Insulation specified or installed must meet Standards for Insulating Material. § 110.8(g): Insulation Requirements for Heated Slab Floors. Heated slab floors must be insulated per the requirements of § 110.8(g). § 110.8(1): Roofing Products Solar Reflectance and Thermal Emittance. The thermal emittance and aged solar reflectance values of the roofing material must meet the requirements of § 110.8(i) when the installation of a cool roof is specified on the CF1 R. § 110.86): Radiant Barrier. A radiant barrier must have an emittance of 0.05 or less and be certified to the Department of Consumer Affairs. Ceiling and Rafter Roof Insulation. Minimum R-22 insulation in wood -frame ceiling; or the weighted average U -factor must not exceed 0.043. Minimum R-19 or weighted average U -factor of 0.054 or less in a rafter roof alteration. Attic access doors must have permanently attached § 150.0(a): insulation using adhesive or mechanical fasteners. The attic access must be gasketed to prevent air leakage. Insulation must be installed in - _ direct contact with a continuous roof or ceiling which is sealed to limit infiltration and exfiltration as specked in § 110.7, including but not limited to placing insulation either above or below the roof deck or on top of a drywall ceiling.* § 150.0(b): Loose -fill Insulation. Loose fill insulation must meet the manufacturer's required density for the labeled R -value. Wall Insulation. Minimum R-13 insulation in 2x4 inch wood framing wall or have a U -factor of 0.102 or less (R-19 in 2x6 or U -factor of 0.074 or § 150.0(c): less). Opaque non -framed assemblies must have anoverall assembly U -factor not exceeding 0.102, equivalent to an installed value of R-13 in a wood framed assembly.* § 150.0(d): Raised -floor Insulation. Minimum R-19 insulation in raised wood framed floor or 0.037 maximum U -factor.' § 150.0(f): Slab Edge Insulation. Slab edge insulation must meet all of the following: have a water absorption rate, for the insulation material alone without facings, no greater than 0.30/ have a water vapor permeance no greater than 2.0 perm/inch; be protected from physical damage and UV light deterioration; and, when installed as part of a heated slab floor, meet the requirements of § 110.8(g). § 150.0(8)1: Vapor Retarder. In Climate Zones 1-16, the earth floor of unvented crawl space must be covered with a Class I or Class II vapor retarder. This requirement also applies to controlled ventilation crawls ace for buildings complying with the exception to § 150.0(d). § 150.0(g)2: Vapor Retarder. In Climate Zones 14 and 16, a Class I or Class II vapor retarder must be installed on the conditioned space side of all insulation in all exterior walls, vented attics, and unvented attics with air -permeable insulation. 150.0 § (q)' Fenestration Products. Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors must have a maximum U -factor of 0.58; or the weighted averse U -factor of all fenestration must not exceed 0.58' Fireplaces, Decorative Gas Appliances, and Gas Log Measures: § 150.0(e)1 A: Closable Doors. Masonry or factory -built fireplaces must have a closable metal or glass door covering the entire opening of the firebox. § 150.0(e)1 B: Combustion Intake. Masonry or factory -built fireplaces must have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and tight -fitting damper or combustion -air control device.' § 150.0(e)1 C: Flue Damper. Masonry or factory -built fireplaces must have a flue damper with a readily accessible control' § 150.0(e)2: Pilot Light Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating, and Plumbing System Measures: § 110.0-§110.3: Certification. Heating, ventilation and air conditioning (HVAC) equipment, water heaters, showerheads, faucets, and all other regulated appliances must be certified by the manufacturer to the Energy Commission.' § 110.2(a): HVAC Efficiency. Equipment must meet the applicable efficiency requirements in TABLE 110.2-A through TABLE 110.2-K.' Controls for Heat Pumps with Supplementary Electric Resistance Heaters. Heat pumps with supplementary electric resistance heaters § 110.2(b): must have controls that prevent supplementary heater operation when the heating load can be met by the heat pump alone; and in which the cut -on temperature for compression heating is higher than the cut -on temperature for supplementary heating, and the cut-off temperature for compression heating is higher than the cut-off temperature for supplementary heating.* § 110.2(c): Thermostats. All unitary heating or cooling systems not controlled by a central energy management control system (EMCS) must have a setback thermostat' Water Heating Recirculation Loops Senning Multiple Dwelling Units. Water heating recirculation loops serving multiple dwelling units must § 110.3(c)5: meet the air release valve, backflow prevention, pump priming, pump isolation valve, and recirculation loop connection requirements of § 110.3(c)5. § 110.3(c)7: Isolation Valves. Instantaneous water heaters with an input rating greater than 6.8 kBTU/hr (2 kW) must have isolation valves with hose bibbs or other fittings on both cold water and hot water lines of water heating systems to allow for water tank flushing when the valves are closed. , . § 110.5: Pilot Lights. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces; household cooking appliances (appli- ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt); and pool and spa heaters' Building Cooling and Heating Loads. Heating and/or cooling loads are calculated in accordance with ASHRAE Handbook, Equipment § 150.0(h)1: Volume, Applications Volume, and Fundamentals Volume; SMACNA Residential Comfort System Installation Standards Manual; or ACCA 2016 Low -Rise Residential Mandatory Measures Summary § 150.0(h)3A: Clearances. Installed air conditioner and heat pump outdoor condensing units must have a clearance of at least 5 feet from the outlet of any dryervent § 150.0(h)3B: Liquid Line Drier. Installed air conditioner and heat pump systems must be equipped with liquid line filter driers if required, as specified by manufacturer's instructions. § 150.00)1: Storage Tank Insulation. Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water -heating systems, must have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. Water piping and cooling system line insulation. For domestic hot water system piping, whether buried or unburied, all of the following must be insulated according to the requirements of TABLE 120.3-A: the first 5 feet of hot and cold water pipes from the storage tank; all piping with a § 150.00)2A: nominal diameter of 3/4 inch or larger; all piping associated with a domestic hot water recirculation system regardless of the pipe diameter; piping from the heating source to storage tank or between tanks; piping buried below grade; and all hot water pipes from the heating source to kitchen fixtures! § 150.06)2B: Water piping and cooling system line insulation. All domestic hot water pipes that are buried below grade must be installed in a water proof and non -crushable casing or sleeve.' § 150.06)2C: Water piping and cooling system line insulation. Pipe for cooling system lines must be insulated as specified in § 150.00)2A. Distribution piping for steam and h dronic heating systems or hot waters stems must meet the requirements in TABLE 120.3-A.' § 150.003: Insulation Protection. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation Protection. Insulation exposed to weather must be installed with a cover suitable for outdoor service. For example, protected by § 150.06)3A: aluminum, sheet metal, painted canvas, or plastic cover. The cover must be water retardant and provide shielding from solar radiation that can cause degradation of the material. § 150.06)3B: Insulation Protection. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space must have a Class I or Class II vapor retarder. Gas or Propane Systems. Systems using gas or propane water heaters to serve individual dwelling units must include all of the following: a § 150.0(n)l: 120V electrical receptacle within 3 feet of the water heater; a Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu/hr. § 150.0(n)2: Recirculating Loops. Recirculating loops serving multiple dwelling units must meet the requirements of § 110.3(c)5. § 150.0(n)3: Solar Water -heating Systems. Solar water -heating systems and collectors must be certified and rated by the Solar Rating and Certification Corporation SRCC or by a listing agency that is approved by the Executive Director. Ducts and Fans Measures: § 110.8(d)3: Ducts. Insulation installed on an existing space -conditioning duct must comply with § 604.0 of the California Mechanical Code (CMC). If a contractor installs the insulation, the contractor must certify to the customer, in writing, that the insulation meets this requirement CMC Compliance. All air -distribution system ducts and plenums must be installed, sealed, and insulated to meet the requirements of CMC §§ 601.0, 602.0, 603.0, 604.0, 605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Portions of supply -air and return -air ducts and plenums must be insulated to a minimum installed level of R-6.0 (or higher if required by CMC § 605.0) or a minimum installed level of R-4.2 when entirely in conditioned space as confirmed through field verification and diagnostic testing § 150.0(m)l: (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts must be mechanically fastened. Openings must be sealed with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than % inch, the combination of mastic and either mesh or tape must be used. Building cavities, support platforms for air handlers, and plenums designed or constructed with materials other than sealed sheet metal, duct board or flexible duct must not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms must not be compressed to cause reductions in the cross-sectional area of the ducts' Factory -Fabricated Duct Systems. Factory -fabricated duct systems must comply with applicable requirements for duct construction, § 150.0(m)2: connections, and closures; joints and seams of duct systems and their components must not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. § 150.0(m)3: Field -Fabricated Duct Systems. Field -fabricated duct systems must comply with applicable requirements for. pressure -sensitive tapes, mastics, sealants, and other requirements specified for duct construction. § 150.0(m)7: Backdraft Dampers. All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. § 150.0(m)8: Gravity Ventilation Dampers. Gravity ventilating systems serving conditioned space must have either automatic or readily accessible, manually operated dampers in all openings to the outside, except combustion inlet and outlet air openings and elevator shaft vents. Protection of Insulation. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, and § 150.0(m)9: wind. Insulation exposed to weather must be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation must be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. § 150.0(m)10: Porous Inner Core Flex Duct. Porous inner core flex duct must have a non -porous layer between the inner core and outer vapor barrier. Duct System Sealing and Leakage Test. When space conditioning systems use forced air duct systems to supply conditioned air to an § 150.0(m)l l: occupiable space, the ducts must be sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with § 150.0 m l land Reference Residential Appendix RA3. Air Filtration. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal § 150.0(m)12: conditioning component, except evaporative coolers, must be provided with air filter devices that meet the design, installation, efficiency, pressure drop, and labeling requirements of § 150.0(m)12. a 2016 Low -Rise Residential Mandatory Measures Summary Duct System Sizing and Air Filter Grille Sizing. Space conditioning systems that use forced air ducts to supply cooling to an occupiable space must have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the § 150.0(m)13: supply plenum. The space conditioning system must also demonstrate airflow >_ 350 CFM per ton of nominal cooling capacity through the return grilles, and an air -handling unit fan efficacy <_ 0.58 WICFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3.3. This applies to both single zone central forced air systems and every zone for zonally controlled central forced airs stems.' Ventilation for Indoor Air Quality. All dwelling units must meet the requirements of ASHRAE Standard 62.2. Neither window operation nor §150.0(0): continuous operation of central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing whole -building ventilation. § 150.0(o)1A: Field Verification and Diagnostic Testing. Whole -building ventilation airflow must be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3.7. Pool and Spa Systems and Equipment Measures: Certification by Manufacturers. Any pool or spa heating system or equipment must be certified to have all of the following: a thermal efficiency § 110.4(a): that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and must not use electric resistance heating.* § 110.4(b)1: Piping. Any pool or spa heating equipment must be installed with at least 36 inches of pipe between the filter and the heater, or dedicated suction and return lines, or built-in or built-up connections to allow for future solar heating. § 110.4(b)2: Covers. Outdoor pools or spas that have a heat pump or gas heater must have a cover. § 110.4(b)3: Directional inlets and time switches for pools. Pools must have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. § 110.5: Pilot Light. Natural gas pool and spa heaters must not have a continuously burning pilot light. § 150.0(p): Pool Systems and Equipment Installation. Residential pool systems or equipment must meet the specified requirements for pump sizing, flow rate, piping, filters, and valves' Lighting Measures: § 110.9: Lighting Controls and Components. All lighting control devices and systems, ballasts, and luminaires must meet the applicable requirements of § 110.9.' § 110.9(e): JA8 High Efficacy Light Sources. To qualify as a JA8 high efficacy light source for compliance with § 150.0(k), a residential light source must be certified to the Energy Commission according to Reference Joint Appendix JAB. § 150.0(k)1A: Luminaire Efficacy. All installed luminaires must be high efficacy in accordance with TABLE 150.0-A. Blank Electrical Boxes. The number of electrical boxes that are more than 5 feet above the finished floor and do not contain a luminaire or § 150.0(k)1 B: other device must be no greater than the number of bedrooms. These electrical boxes must be served by a dimmer, vacancy sensor control, or fan speed control. Recessed Downlight Luminaires in Ceilings. Luminaires recessed into ceilings must meet all of the requirements for. insulation contact (IC) § 150.0(k)1C: labeling; air leakage; sealing; maintenance; and socket and light source as described in § 150.0(k)1C. A JA8-2016-E light source rated for elevated temperature must be installed by final inspection in all recessed downli ht luminaires in ceilings. § 150.0(k)1 D: Electronic Ballasts. Ballasts for fluorescent lamps rated 13 watts or greater must be electronic and must have an output frequency no less than 20 kHz. Night Lights. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans must be rated to consume no § 150.0(k)1 E: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with § 130.0(c). Night lights do not need to be controlled by vacancy sensors. § 150.0(k)1F: Lighting Integral to Exhaust fans. Lighting integral to exhaust fans (except when installed bythe manufacturer in kitchen exhaust hoods) must meet the applicable requirements of § 150.0(k).* Screw based luminaires. Screw based luminaires must not be recessed downlight luminaires in ceilings and must contain lamps that comply § 150.0(k)1G: with Reference Joint Appendix JA8. Installed lamps must be marked with "JA8-2016" or "JAS -2016-E" as specified in Reference Joint Appendix JA8 § 150.0(k)1 H: Enclosed Luminaires. Light sources installed in enclosed luminaires must be JA8 compliant and must be marked with "JA8-2016-E." § 150.0(k)2A: Interior Switches and Controls. All forward phase cut dimmers used with LED light sources must comply with NEMA SSL 7A. § 150.0(k)2B: Interior Switches and Controls. Exhaust fans must be switched separately from lighting systems' § 150.0(k)2C: Interior Switches and Controls. Luminaires must be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. § 150.0(k)2D: Interior Switches and Controls. Controls and equipment must be installed in accordance with manufacturer's instructions. § 150.0(k)2E: Interior Switches and Controls. No control must bypass a dimmer or vacancy sensor function if the control is installed to comply with 150.0(k). § 150.0(k)2F: Interior Switches and Controls. Lighting controls must complywith the applicable requirements of § 110.9. Interior Switches and Controls. An energy management control system (EMCS) may be used to comply with dimmer requirements if it: § 150.0(k)2G: functions as a dimmer according to § 110.9; meets the Installation Certificate requirements of § 130.4; meets the EMCS requirements of § 130.5(0; and meets all other requirements in § 150.0(k)2. Interior Switches and Controls. An EMCS may be used to comply with vacancy sensor requirements in § 150.0(k) if it meets all of the § 150.0(k)2H: following: it functions as a vacancy sensor according to § 110.9; the Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5(f); and all other requirements in § 1 50.0 k 2. § 150.0(k)2l: Interior Switches and Controls. A multiscene programmable controller may be used to comply with dimmer requirements in § 150.0(k) if it provides the functionality of a dimmer according to § 110.9, and complies with all other applicable requirements in § 150.0(k)2. 2016 Low -Rise Residential Mandatory Measures Summary § 150.0(k)2J: Interior Switches and Controls. In bathrooms, garages, laundry rooms, and utility rooms, at least one luminaire in each of these spaces must be controlled by a vacancy sensor. § 150.0(k)21<: Interior Switches and Controls. Dimmers or vacancy sensors must control all luminaires required to have light sources compliant with Reference Joint Appendix JA8, except luminaires in closets less than 70 square feet and luminaires in hallways.* § 150.0(k)2L: Interior Switches and Controls. Undercabinet lighting must be switched separately from other lighting systems. Residential Outdoor Lighting. For single-family residential buildings, outdoor lighting permanently mounted to a residential building, onto other, § 150.0(k)3A: buildings on the same lot, must meet the requirement in item § 150.0(k)3Ai (ON and OFF switch) and the requirements in either item § 150.0(k)3Aii (photocell and motion sensor) or item § 150.0(k)3Aiii (photo control and automatic time switch control, astronomical time clock, or. EMCS. Residential Outdoor Lighting. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, § 150.0(k)3B: and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site must comply with either § 150.0(k)3A or with the applicable requirements in §§ 110.9, 130.0, 130.2, 130.4, 140.7 and 141.0. § 150.0(k)3C: Residential Outdoor Lighting. For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by , 150.0(k)3B or § 150.0(k)3D must comply with the applicable requirements in §§ 110.9, 130.0, 130.2, 130.4, 140.7 and 141.0. § 150.0(k)3D: Residential Outdoor Lighting. Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site must comply with the applicable requirements in §§ 110.9, 130.0, 130.2, 130.4, 140.7, and 141.0. § 150.0(k)4: Internally illuminated address signs. Internally illuminated address signs must comply with § 140.8; or must consume no more than 5 watts of ower as determined according to § 130.0(c). § 150.0(k)5: Residential Garages for Eight or More Vehicles. Lighting for residential parking garages for eight or more vehicles must comply with the applicable requirements for nonresidential garages in §§ 110.9, 130.0, 130.1, 130.4, 140.6, and 141.0. Interior Common Areas of Low-rise Multi -Family Residential Buildings. In a low-rise multifamily residential building where the total interior; § 150.0(k)6A: common area in a single building equals 20 percent or less of the floor area, permanently installed lighting for the interior common areas in that building must be high efficacy luminaires and controlled by an occupant sensor. Interior Common Areas of Low-rise Multi -Family Residential Buildings. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building must: § 150.0(k)6B: i. Comply with the applicable requirements in §§ 110.9,130.0, 130.1, 140.6 and 141.0; and . ii. Lighting installed in corridors and stairwells must be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors must be capable of turning the light fully on and off from all designed paths of ingress and egress. Solar Ready Buildings: Single Family Residences. Single family residences located in subdivisions with ten or more single family residences and where the § 110.10(a)1: application for a tentative subdivision map for the residences has been deemed complete by the enforcement agency must comply with the requirements of § 110.10 b through § 110.110(e). A § 110.10(a)2: Low-rise Multi -family Buildings. Low-rise multifamily buildings must comply with the requirements of § 110.10(b) through § 110.10(d). Minimum Area. The solar zone must have a minimum total area as described below. The solar zone must comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local � A jurisdiction. The solar zone total area must be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for buildings with roof areas . § 110.10(b)1: greater than 10,000 square feet. For single family residences the solar zone must be located on the roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi -family buildings the solar zone must be located on the roof or overhang of the building, or on the roof or overhang of another structure located within 250 feet of the building, or on covered parking installed with the building project, and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area.' § 110.10(b)2: Orientation. All sections of the solar zone located on sleep -sloped roofs must be oriented between 110 degrees and 270 degrees of true north. § 110.10@)3A Shading. The solar zone must not contain any obstructions, including but not limited to: vents, chimneys, architectural features, and roof mounted equipment.* Shading. Any obstruction located on the roof or any other part of the building that projects above a solar zone must be located at least twice the § 110.10(b)3B: distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical lane! §110.10(b)4: Structural Design Loads on Construction Documents. For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load must be clearly indicated on the construction documents. Interconnection Pathways. The construction documents must indicate: a location for inverters and metering equipment and a pathway for § 110.10(c). routing of conduit from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel); and a pathway for routing of plumbing from the solar zone to the water -heating system. § 110:10(d): Documentation. A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through 1 10.10 c must be provided to the occupant. - § 110.10(e)1: Main Electrical Service Panel. The main electrical service panel must have a minimum busbar rating of 200 amps. , Main Electrical Service Panel. The main electrical service panel must have a reserved space to allow for the installation of a double pole circuit § 110.10(e)2: breaker for a future solar electric installation. The reserved space must be: positioned at the opposite (load) end from the input feeder location or main circuit location; and permanently marked as "For Future Solar Electric". CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01. Project Name: Grilli Residence Calculation DateMme: 22:18, Thu, Apr 27, 2017 , , t Page 1 of 7 , Calculation Description: Title 24 Analysis R Input File Name: 15341.Grilli.ribdl6x 1 GENERAL INFORMATION - • 01 Project Name Grilli Residence �- 05 02 Calculation Description Title 24 Analysis 08 Energy Use (kTDV/ft2-yr) 03 Project Location Lot 5 Sanford Manor Subdivision Compliance Margin Percent Improvement 04 City Chico 05 Standards Version Compliance 2017 06 Zip Code 07 Compliance Manager Version BEMCmpMgr 2016.2.1 (695) 08 Climate Zone CZ11 09 Software Version EnergyPro 7.1 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 180 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1. -14 Total Cond. Floor Area (ft2) 2942 15 Number of Zones 1 16 Slab Area If 2942 17 Number'of Stories 1 .18 ._Addition Cond. Floor Area n/a 19 Natural Gas Available Yes - 20 Addition Slab Area((ft2) n/0- 21 Glazing Percentage 1%) 15.2% COMPLIANCE RESULTS .01 Building Complies with`Computer"Pertoman'ce4 it � (' # l _• _ _ - 02 This building incorporates-features§that require field testing and/ortverificationiby a£certified}HERS raterjunder the supervision of a CECapproved HERS provider. 03 This building incorporates one.or more Specidl, eatures•shown-below ' '•d Registration Number: 217-P010139193A-000-000-0000000-0000 Registration DateTme: • 2017-0428 11:46:57 CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-04262017.895 HERS Provider: CaICERTS inc. Report Generated at: 2017-04-27 22:18:42 Y - ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 22.98 22.23 0.75 3.3% Space Cooling 27.63 37.98 -10.35 -37.5% IAQ Ventilation 0.97 0.97 0.00 0.0% Water Heating 6.01 5.8.8 0:13 2.2% Photovoltaic Offset --- -10.25 10.25 -- Compliance Energy Total 57.59 56.81 0.78 A.4% Registration Number: 217-P010139193A-000-000-0000000-0000 Registration DateTme: • 2017-0428 11:46:57 CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-04262017.895 HERS Provider: CaICERTS inc. Report Generated at: 2017-04-27 22:18:42 Y CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Grilli Residence Calculation DatefTime: 22:18, Thu, Apr 27, 2017 Calculation Description: Title 24 Analysis Input File Name: 15341 Grilli.ribdl6x CF1 R -PRF -01 Page 2 of Z ENERGY DESIGN RATING Energy Design Rating (EDR) is an alternate way to express the energy performance of a building using a scoring system where 100 represents the energy performance of the Residential Energy Services (RESNET) reference home characterization of the 2006 International Energy Conservation Code (IECC). A score of zero represents the energy performance of a building that combines high levels of energy efficiency with renewable generation to"zero out" its TDV energy. Because EDR includes consideration of components not regulated by Title 24, Part 6 (such as domestic appliances and consumer electronics), it is not used to show compliance with Part 6 but may instead be used by local jurisdictions pursuing local ordinances under Title 24, Part 11 (CALGreen). As a Standard Design building under the 2016 Building Energy Efficiency Standards is significantly more efficient than the baseline EDR building, the EDR of the Standard Design building is provided for Information. Similarly, the EDR score of the Proposed Design is provided separately from the EDR value of installed PV so that the effects of efficiency and renewable energy can both be seen EDR of Standard Design EDR of Proposed Design EDR Value of Proposed PV Final EDR of Proposed Design 43.8 48.5 26.5 22.1 ❑ Design meets Tier 1 requirement of 15% or greater code compliance margin (CALGreen A4.203.1.2.1) and QII verification prerequisite. ❑ Design meets Tier 2 requirement of 30% or greater code compliance margin (CALGreen A4.203.1.2.2) and QII verification prerequisite. ❑ Design meets Zero Net Energy (ZNEj;Design Designation requirement for Single Family in climate zone CZ11 (Red Bluff) (CALGreen A4.203.1.2.3) including onsite photovoltaic (PV) renewable energy,generation sufficient to achieve a Final Energy Design Rating (EDR) of zero or less. The PV System must be verified. ENERGY DESIGN RATING PV SYSTEM INPUTS - DE'TAIL'ED— DC System Size (kW) Module Typer} , CFI= Azimuth'(deg)> 17)1 Tilt Input Array Angle (deg) Tilt: (x in 12) Inverter Eff. (%) f It 3 } rfe-% r w 4 Standard 1],7* 180I deg 22.0 4.8 96 REQUIRED SPECIAL FEATURES ` ""A Ci 0 rl%o V, X The following aiefeatures that must be installed as condition for meeting themodeled energy performance for this computer analysis. W • PV System: 4.0 kWdc 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: 1. --None -- Registration Number: 217-P010139193A-000-000.0000000-0000 CA Building Energy Efficiency Standards - 2016 Residential Compliance Registration Date/Time: 2017-04-2811:46:57 Report Version - CF1 R-04262017-695 HERS Provider: CalCERTS inc. Report Generated at: 2017-04-27 22:18:42 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD rr project Name: Grilli Residence ,• Calculation DateTme: 22:18, Thu, Apr 27, 2017 Calculation. Description: Title 24 Analysis • 4 j Input File Name:: 15341 Grilli.ribdl6x 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 Grilli Residence 2942 1 3 1 0 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 1st Floor Zone Conditioned Res HVAC1 2942 9 DHW Sys 1 - �y 1st Floo Zone""""_,,.,,. R-15 Wall OPAQUE SURFACES A= - -. 02 03 04 05 01 + \ 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft) Window & Door Area (ft2) Tilt (deg) North Wall - �y 1st Floo Zone""""_,,.,,. R-15 Wall 0 Back 466 256.5 90 East Wall 1st Floor Zone - � '-*R-15�Wa_Il y� ,y Right 479.35 12 90 South Wall J 1st-FI6o',(2one ff R-151V1tall�. (.80 0.85: Front 936 108.94 90 ' West Wall f h` i� i �R 15iWall 4 1st.Floor Zone G I s . 4 4 �• 270 i y Left. 1' l r� P1 405 69 90 North Wall 2 1st Floor•Zone _ M SRA 5 Wales' ,M s O+i V t Ba. ck 466 0 90 East Wall 2 R 15 1st Floor Zone Wall •"`r 90 W Ri h 201 0 90 Roof 2 1st Floor Zone R-38 Roof Attic 1077 OPAQUE SURFACES — Cathedral Ceilings r ATTIC 01 02 03 04 05 06 07 08 09 10 11 Name Zone Type Orientatio n Area (ft2) Skylight Area (ft2) Roof Rise (x in 12) Roof Pitch Roof Tilt (deg) Roof Reflectance Roof Emittance Framing Factor Roof 1st Floor Zone R-38 Roof Cathedral Back 1865 0 0 0 0 0.1 0.85: 0.1- .1- ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic 1st Floor Zone Attic Roof 1st Floor Zone Ventilated 0 0.1 0.85 No No Registration Number: .217_P010139193A-000-000.0000000.0000 CA Building Energy Efficiency Standards - 2016 Residential Compliance i Registration Date/Time: 2017-04-28 11:46:57 HERS Provider: , CaICERTS inc. Report Version - CF1 R-04262017-695 Report Generated at: 2017-04-27 22:18:42. ` CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Grilli Residence Calculation DatelTime: 22:18, Thu, Apr 27, 2017 ' 'Calculation Description: Title 24 Analysis Input File Name: 15341 Grilli.ribdl6x CF1R-PRF-01 Page 4 of 7 . FENESTRATION /GLAZING 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multiplier Area (ft2) U -facto r SHGC Exterior Shading North Windows Window North Wall (Back -0) -- — 1 256.5 0.29 0.26 Insect Screen (default) East Windows Window East Wall (Right -90) -- – 1 12.0 0.29 0.26 Insect Screen (default) South Windows Window South Wall (Front -180) – --- 1 108.9 0.29 0.26 Insect Screen (default) West Windows Window West Wall (Left -270) --- --- 1 69.0 0.29 0.26 Insect Screen (default) OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 Construction Name Surface Typef Construction Type Framing Total Cavity R -value Winter Design U -value Assembly Layers • Cavity /Frame: no insul. / 2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck., Wood Siding/sheathing/decking Attic Rooflst Floor Zone •r Attic Roofs Wood Framed Ceiling Li4 in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) R-15 Wall Exterior Walls ' T `Wood Framed`111ha1 PrOl 2z4 @ 16 i. - � R 15 0:056 Inside Finish: Gypsum Board Sheathing/ Insulation: R3 Sheathing Cavity/Frame: R -15/2x4 Sheathing/ Insulation: R3 Sheathing Exterior Finish: 3 Coat Stucco E R 5 FROVIDER Inside Finish. Gypsum Board • Cavity/Frame: R -38/2x12 • Roof Deck: Wood Siding/sheathing/decking R-38 Roof Cathedral Cathedral Ceilings Wood Framed Ceiling 2x12 @ 16 in. O.C. R 38 0.030 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board Ceilings (below Cavity/Frame: R-9.1 /2x4 R-38 Roof Attic attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. R 38 0.025 Over Ceiling Joists: R-28.9 insul. SLAB FLOORS 01 02 03 04 05 06 07 Name Zone Area (ft2) Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Slab 1 1st Floor Zone 2942 4264 None 0.8 No BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required. Not Required Not Required -- Registration Number: 217-PO10139193A-000-000-0000000-0000 Registration Date/Time:., 2017-04-28 11:46:57 HERS Provider: CaiCERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-04262017-095 Report Generated at: 2017-04-27 22:18:42 - CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE_ METHOD A ,.CF1R-PRF-01 .f 'Project Name: Grilli Residence _ Calculation DatefTime: 22:18, Thu, Apr 27, 2017 Page 5 of 7 Calculation. Description: Title 24 Analysis. ,:. - =Input File Name: 15341 Grilli.ribdl6x WATER HEATING SYSTEMS .01 i 02 03 04 • 06 01 02 Heating Unit Name Cooling Unit Name 03 a 05 06 Name System Type Cooling Component 1 1./'• i t Distribution Type Water Heater Number of Heaters Solar Fraction (°h) DHW Sys 1 DHW. HERS Verification - Cooling Component 1 - Standard DHW Heater 1 (1) 1 .0% Zonally Controlled Single Speed Cooling Component 1 -hers -cool Registration Number: 217-P010139193A-000-000-0000000-0000 Registration Date/Time: 2017-04-2811:46:57 WATER HEATERS CA Building Energy Efficiency Standards - 2016 Residential Compliance " Report Version - CF1 R-04262017-695 - 01 02, 03 04 05 06 07 08 09 10 11 - Name Heater Element Type Tank Type Number of Units Tank Volume (gal) Energy Factor or Efficiency Input Rating/Pilot Tank Insulation R -value (Int/Ext) Standby Loss / Recovery Eff NEEA Heat Pump Type Tank Location or Ambient Condition DHW Heater 1 Gas Small Instantaneous 1 0.2 0.9 EF 199,000 Btu/hr R-0 n/a n/a' n/a SPACE CONDITIONING SYSTEMS .01 i 02 03 04 05 06 ' SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name Res HVAC1 ' Other'Heating and "Cooling 'Sys ;) Heating Component 1. _. f "' Cooling Component 1 1./'• i t HVAC Fan 1 Air Distribution System 1 HVAC - HEATING UNIT TYPES Z�' k �I iii Ir-- .1M -.It �� ; �� 7!f!t 01 r.' f � i k 1 `" '02'"x. 4 0 'fit t 1• t� � 03 V 04 Name y`v. ` A' H t System Typ'ee � ! � � � . � � Number of Units Efficiency 'Heating Component 1 Cntr1Fumace - 1 93 AFUE HVAC - COOLING UNIT TYPES ` 01 02 03 04 05 06 07 08 _ Verified Airflow Airtlow Target Verified EER Efficiency Verified Refrigerant Charge Cooling Component 1 -hers -cool . "Name System Type Number of Units EER . SEER Zonally Controlled Compressor Type HERS Verification - Cooling Component 1 - SplitAirCond 1 12.5 T___177 Zonally Controlled Single Speed Cooling Component 1 -hers -cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name,_ _ Verified Airflow Airtlow Target Verified EER Verified SEER Verified Refrigerant Charge Cooling Component 1 -hers -cool Required 350 Required Required Required HERS Provider: _ CaICERTS inc. Report Generated at: 2017-0427 22:18:42 - Registration Number: 217-P010139193A-000-000-0000000-0000 Registration Date/Time: 2017-04-2811:46:57 CA Building Energy Efficiency Standards - 2016 Residential Compliance " Report Version - CF1 R-04262017-695 - Required Required HERS Provider: _ CaICERTS inc. Report Generated at: 2017-0427 22:18:42 - CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Grilli Residence Calculation DatefTime: 22:18, Thu, Apr 27, 2017 Calculation Description: Title 24 Analysis Input File Name: 15341 Grilli.ribd16x r� CF1R-PRF-01 Page 6 of 7 - HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Air Distribution System 1_ DuctsAttic Sealed and tested 8 Attic Has Bypass Duct Air Distribution System 1 -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low -leakage Air Handler Air Distribution System 1 -hers -dist Required 5.0 Not Required Not Required Not Required Not Required -- HVAC-FAN SYSTEMS h 01 01 V 02 03 04 Name A Type Fan Power (Wafts/CFM) HERS Verification HVAC Fan 1 _,f V_ Single.Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION�� 01 02 01 1 pg92 I I I ) I fir03 Name Verified Fen Watt Draw'i UA4 U ) Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -6n E KS Require V 1 0 '"" K 0.58 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 59 0.25 Default 0 Required Registration Number: 217-P010139193A-000-000-0000000-0000 Registration Date/Time: 2017-04-2811:46:57' CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-04262017-095 4 HERS Provider: CalCERTS inc. Report Generated at: 2017-04-27 22:18:42 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD rp Project Name: Grilli Residence Calculation DateTme: 22:18, Thu, Apr 27, 2017 Calculation Description: Title 24 Analysis Input File Name: 15341 Grilli.ribdl6x t CFI R -PRF -01 Page 7 of 7 r - DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: C� Atousa Yazdanfar Company: Signature Date: Energy Compliance Services 2017-04-27 22:24:17 Address: CEA/HERS Certification Identification (If applicable): 5702 Hersholt Avenue City/State/Zip: Phone: Lakewood, CA 90712 562-461-3749 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 enforce_ ment.agency,for approval with this -building permit application. f Responsible Designer Name: r �, '� L Re`sponii(ble'Deesiigner Sig'na'ture. Mathew Amaro �;� Company: f / Y HERS Date.Signed: DER 2017-04-28 1 1:46:5 Mathew Amaro Designs Address: License: 453 N. Murdock Ave. na City/State2ip: Phone: Willows, CA 95988 530-592-9912 Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document, and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 217-P010139193A-000-000-0000000-0000 Registration Date/Time: 2017-04-2811:46:57 CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-04262017-695 91 ❑� o. Easy to Verify at CaICERTS.com HERS Provider: CaICERTS Inc. Report Generated at: 2017-04-27 22:18:42 AA/PC I 42_o"()-(.)2() ) M.1%Y 4, <t )17 N St:; 383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.com Structural Calculations For: Client: Mathew Amaro - Mathew Amaro Designs Protect:, Grilli Residence BUTTE COUNTY Address: BUILDING DIVISION Lot 5 - Sanford Manor Subdivision, Chico, CA APPROVE® oQROf ESSI "�/Wj C. ,Ip /18 02 \Fo REVIEWED FOR CODE COMPLIANCE JUN 0 0 1017 TRB AND ASSOCIATES Note: Summit Structural Design (SSD) is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD is not responsible for any structural element or system not specifically noted in this set of specifications/calculations unless authorized in writing by SSD. Workmanship shall be of the highest quality and. in all cases shall follow accepted construction practice, the �- latest edition of the California Building Code, and local building department standards. a STRUCTURAL NOTES 1. GENERAL 4) ALL WORK SHALL CONFORM TO THE 2616 CBC AND ALL APPLICABLE LOCAL CODES, B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) IS RESPONSIBLE FOR -THE STRUCTURAL ITEMS IN THE PLANS ONLY. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST, BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENTOR SYSTEM OF THE STRUCTURE. C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION, THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO'PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING,.SCAFFOLDING, ETCETERA. D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN ITSHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC ... ),IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. 2. SITE WORK/ FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING = 1,500 PSF PER CBC TABLE 1804.2. B) BUILDING SITE IS ASSUMED TO BE.DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE. E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. F) ALL FINISHED GRADE SHALL SLOPE ATA MINIMUM SLOPE OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES,AND SHALL BE COMPACTED A MINIMUM OF 90%. 1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. 1) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER -MUST APPROVE FOOTING PLACEMENTSIN VIOLATION OF FIGURE 1808.7.1 OF THE 2016 CBC. THIS ENGINEER SHALL NOT BE LIABLE.FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2016 CBC. 4.. CONCRETE / REINFORCING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI. D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF ACI 318. F) SLABS ON GRADE SHALL BE PERTHE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH IJ3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB WITH 113 AT 15" E.W..ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS.. G) SAW-CUTTOP AW OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED. 1) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH.SOILOR WEATHER EXPOSURE: 115 BARS AND SMALLER: 1%" H6 BARS AND LARGER: 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: 'Y.." 1) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS U.N.O. AND LAP TOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O. K) 115 AND LARGER REBAR SHALL NOT BE RE-BENT. L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. 2 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING: A" APA RATED 32/16 EXPOSURE 1, STRUCTURAL SHEATHING WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 8d AT 6" O.C. EDGE, 12" O.C. FIELD U.N.O. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 2. FLOOR SHEATHING: '%" APA RATED 48/24 WITH FACE.GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 30d AT 6" O.C. EDGE 10" O.0 FIELD, GLUE AND NAILTO ALL SUPPORTS. PROVIDE 1/8"' GAP AT ALL PANEL EDGES. U.N.O. BY PANEL MANUFACTURER. I WALLSHEATHING: SEE PLANS 4. ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE. B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. GLUE -LAMS EXPOSED TO WEATHER MUST BERATED FOR EXTERIOR USE BY THE MANUFACTURER. FLASHING AND WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR TO PREVENT DECAY. GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH CBC 2303.13, AITC A190.1 AND ASTM D 3737• BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.2. C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER. LUMBER) SHALL HAVE FB .= 3100 PSI & FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 C2.) PARALAMS: PSUS (PARALLEL STRAND LUMBER) SHALL HAVE FS = 3100 PSI '& FV = 290 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR BOLTS ANDS" X 3" X :229" THICK PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH ONE BOLT LOCATED 1`-0" MAXIMUM AND (7) BOLT DIAMETERS MINIMUM FROM EACH END OF EACH PIECE. THE EDGE OF THE SILL PLATE WASHER SHALL BE LOCATED Y," MAXIMUM FROM FACE OF WALL SHEATHING. AT SHEAR WALL LOCATIONS, SILLS SHALL BE 3X MATERIAL LINO PER PLANS AND DETAILS. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W•P.A. OR W.C.L.I.B• AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. 1. STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE DF -L Hl U.N.O: 3. 2X AND 3X RAFTERS SHALL BE DF -L 172 U.N.O. 4. 2X JOISTS SHALL BE DF -L Q U.N.O. S. 'CONCEALED BEAMS SHALL BE DF -L lit 6. EXPOSED BEAMS SHALL BE DF -L III APPEARANCE GRADE FREE OF HEART CENTERS (4X6 AND LARGER) F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE HOT DIPPED GALVANIZED. G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL 8E ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE 04 RUST. BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED. FI.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS I:) ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD. 1.) MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALL BE INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF L/480 U.N.O. USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER STRAND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR 1% LVL RIM AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS). 6.2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2016 CBC TABLE 2304.9.1. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN -THESE CALCULATIONS ARE MINIMUMS; LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION. C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE, WHICH COULD CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE. 6.3 BEAM FRAMING A,) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O. B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC... C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATER THAN 10'-0" 3 6-4" POSTS/TRIMMERS A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT FRAMING'AND BLOCK OR OTHERWISEFRAME POSTS THROUGH FLOOR SYSTEMS. B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED TO THE FOUNDATION By VERTICAL GRAIN ONLY, U.N.O. 6-5 WALL FRAMING A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE.OF STUD BEARING WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE SPLICE IS INTERRUPTED, USE ST6224STRAP U.N.O. B.). FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID,HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0". C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI QWIK-BOLT II OF SAME DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ICC REPORT. D.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. E.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE. F,) SEE NOTE 6-1 D. FOR SILL AND ANCHOR BOLT SPECIFICATIONS. G.), WALL FRAMING RECEIVING NAILING AT 3" O.C. OR LESS SHALL BE 3X NOMINAL LINO PER PLANS AND DETAILS. 6-6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING AGAINST WOOD. C.)' ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB. D:) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. E.) FASTENERS IN PRESERVATIVE OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED GALVANIZED. 8-1 PREFABRICATEDROOFTRUSSES: A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DRAWINGS AND CBC 2303.4. B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF CALIFORNIA, SHALL BE PROVIDED TO THE ENGINEER OF RECORD PRIOR TO SUBMITTAL FOR.PERMIT AND PRIOR TO TRUSS FABRICATION. t' C) MINIMUM TRUSS DESIGN LOADS: TOP CHORD LIVE LOAD 20 PSF REDUCIBLE TOP CHORD DEAD LOAD 8 PSF BOTTOM CHORD DEAD LOAD 8 PSF BOTTOM CHORD LIVE LOAD 1OPSF (NON -CONCURRENT WITH TOP CHORD LIVE LOAD) TOTAL LOAD 36 PSF UPLIFT LOAD AS REQUIRED BY THE 2016 CBC 0) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR, E). TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES INVOLVED IN GOVERNING CONSTRUCTION. F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS: LIVE LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240 9. DESIGN LOADS A) ALL DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS I, II, III, AND IV U.N.O. B) ROOF LIVE LOAD: 20 PSF REDUCIBLE Q SEISMIC ZONE: D D) WIND SPEED: 110 MPH EXP C PRoJEcr: AL DESIGN nJ PAGE: 1 SUMMIT STRUCTURAL ENGINEER: r i www.summitchico.com DATE: d 4 me%r.nl %iFr 10 pi OX n ' t 4 i , ----- _ _ .. -'- -. .. .... ------- ,_.._. _... _.__-- ----.�.._.._ __�.___. _..._.__-- -- t t _... _ -i_ -._ ._ ...._ ,... ..g..._ 1 Ir i 4 2 i . t. . I � i f ' I tif i i' PROJECT: — -7t PAGE: .J -�" SUMMIT STRUCTURAL DESIGN ENGINEERd A f , , www.summitchico.com DATE: U4-/ 7' DESIGN OF L cr4'Er o) � i I I :......... ... ....... ..... ' --- - —_! ...... _ I _, __._.'._ ..._f...... ..... .i.....:..._.. ._ . _ I ._ { .._.�:__ . i_...._,_..._ __ _ M.. _ _ .._.... .... .. _... 2 - -- – m�• _. _ _.- ....3.- ._ ._._..._._..._..—. _ _ –....4 11 � I 0 _^ • � :tom �_._..._—._. ..__A:A'—._I_ Y.!>..._____.. �>.:C -_.r _•a'. 1 ' «« .... qr j' v Y .ew l� o •• s� ; Oi bid �;� ..... _....... ............ r• ...._...... _ ,.,....._ l 11� 1 aseeieaab erg u) _.>• _ — ij l t �YP11__...w.- �� _.rn• _-it—'-�._ _li,v•_._ ..... _._ � _`�Srb � t/ �r�.KM. — `{ v i.__...__.._...._r_.___.....__....___.... .av:_. .. r II .,i.............. . _-.......__.__.....__........... ......... --._...... ...._.... .._ _ — ._ --__.. _.._....... _..._.... ........ ......__ ....... . ........ I , 11 ! 11 i I ' ` .• t I It t � i r r , r y .7. ..;..- .�.... 1 A Summit Structural Design Project: Page: Engineer: 'Date: Design of MWFRS-Enveloae Procedure (ASCE 7-10, Section 28.6) Conditions: 0 ,_. 1. Simple Diaphragm i CASE I B 2. Low-rise (F� 3. Enclosed 4. Regular Shaped I ti 5. Not Flexible jrr 6. Not"Subject to: ,• .�' . ,' ,. '' ; CASE A a) across wind loading b) vortex shedding I c) instability (gallup/flutter) l d) channeling effect windobstructions) e) buffeting (up . 7. Approx. Symetrical Cross Section With Flat, Gable, or Hip Roof d 450 -�•� %,✓ ,/ '� Cc) 8. Exempt From Torsional Load Cases Indicated in Note 5 of Fig. . CASA 28.4-1, or the Torsional Load Cases do not Control the Design: (1) story and hd30 ft. or .CASE t3q�•. `� �g�' (2) story max and light framed or (2) story max and flex. diaphragm L_ 105:5 Long. Bldg. Dim..(ft) 2aL= 14.4 ft. T= 94 Transv. Bldg. Dim. (ft) 4 2aT= 14.4 ft. V= 110 Basic. Wind Speed (110 or 115 mph) .LCF= 0.6 Load Combination Factor A= . 1.21 Adjustment Factor Kzt= 1 Topographic Factor Adjustment Factor for Bldg Height and h= 18 Mean Roof Height (ft) Exposure, A O= 30 Closest Roof Angle Mean Roof Exposure 5°,10°.,15°,20';250,or 300) • Ht. (ft) B C D MWFRS Wind Loads (psf), ps=LCF*X*Kzt*ps30 15 1 1.21 1.47 Location ps, 0=0 ps, 0=30 Min. Net Ovhg. 20 1 1.29 1.55 A-110 13.94 15.68 9,60 25 1 1.35 1.61 B-110 10.74 4.80 30 1 1.4 1.66 C-110 9.22 12.49 9:60 35 1.05 1.45 1.7 D-110 8.57 4.80 40 1.09 1.49 1.74 E-110 -16.77 6.03. -5.52 45 1.12 1.53 1.78 F-110 -9.51 -9.51 50 1.16 1.56 1.81 G-110 -11.62 5.23 -6.32 55 1.1.9 1.59 1 1.84 H-110 -7.33 " -8.20 60 1.22 1.62 1 1.87 PROJECT: �, ` ID PAGE SUMMIT STRUCTURAL DESIGN ENGINEER. J� www.surnmitchico.com DATE: O4"/ niclu ; m nF E - { j ,• , � ,• III � L ,�_ .�'. -�� , � � , 1 ._ _' -� 12. i ( II \ `i✓ il' 1 1 Q �� J S `�...'!_"4 ..._._.... -... - ._. -,�_I 311 i ..... _... i... I 6. I �..._� I �•« \{ i+�� 1 i-1 � � �-y"'. '.i. ......�_ � tom. I i.._. -.'..._-.-i ....F_..,...�._..... F 1 _�... FF.... I GO _._.......__.... _.... _ ._ _... _.._..._.... --.. t: _ y�.� _._..P_�. _.. ._........ _ _- J l i i , 1 , _ 1 .r__I� i.. 1 PROTECT: (� - . SUMMIT STRUCTURAL DESIGN PAGE: ENGINEER: v www.summitchico.com DATE: DESIGN OF I r- -� r, I I _��-�C'� �Pv e `C7 nw1P.n I f. v� 1 )tai + I T ��..—._.:I .__.__�•...__�____:}.u:._...._�._......__��_._.....,__ VO k i P P _r t i I if i t , P r 2� ! ' 6 !___ , ___ �__ l.. _....... ).... ...... ...... _..._.,,,.. t. ., r► -... . rtrer+n+y- ";!.+�.-.....r,..��.r- .. �.- T. w. ..-.., s. x�.. �.a- -� 4' 4/20!2017 Design Maps Summary Report '_W,tj.SGS Design Maps Summary .Report User -Specified Input •' Building Code Reference Document 2012/2015 International Building Code (which utilizes USES hazard data available in 2008) Site Coordinates 39,7520N, 121.882aW Site Soil Classification Site Class 6 - "Stiff Soil" Risk Category I/II/III USGS-Provided Output Ss = 0.618 g SMS = 0.807 g Sos = 0.538 g S1 = 0.276 g SMi -- 0.510 g Sol = 0.340 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and - select the "2009 NEHRP" building code reference document. MCEr4 Response S�cetru..n cost.gn Renpanse Speck�rfuin t1fA a ra dc's' a• ea q'u 0.,r) u vu aG7 an$ . ave (LAI UW aIn s� N a U:; <�m f?e{io9, T (sac) f'�rio9• t' (se.•) - Although this information Is a product ofthe U.S. Geological Survey, we provide no warranty, expressed or Implied, as to the accuracy of the data contained therein. This tool Is not a substitute for technical subject -matter knowledge. httpsi//earthquake.usgs.gov/cn2ldesignmaps/us/summary.php?tem plate=mi nimal &latitude=39.7528longitude=-121.882&siteclass=3&riskcategory=0&edition=i b... 1/1 Summit Structural Design Project: Page: Engineer: Date: 4/20/2017 Design of: Seismic Load Development (ASCE 7-10) Seismic Design Category D Ss -0.61,8 Mapped 0.2.sec spectral response Occupancy 2 S1 0.276 Mapped I sec spectral -response I I SiteClassD- In,accordance With Ch 20. TL 16 SMS, 0.81 Max Considered EQ SMI 0.51 Max Considered EQ SDS 0.538 Design Spectral Response (0.2 Sec) SD1 .0.340 Design Spectral Response . -1.Q ecL System. 111ght Framed Shear Walls R 6.5 Omega .3 Cd 4 Ht Limit 65 ,CS 0.0 12.8-2 Max CS 0;43 Min Cs 0.02 (.01 outside of SJ) Ct 0.02 x 0.75 Ta 0.12 Cu 1A Max T 0.17 No limit for drift Use.T 0.12 Alt Ss 0.618- Ss may be 1,5.ft 5:stories and regular 0,083.'W Height to Roof-(hn) V= 15.4 k Vert'Dlst Exp. (k) PROTECT: /,- -'°- SUMMIT STRUCTURAL DESIGN PAGE: ENGINEER: !"� www.sumrnitchico.com DATE. U'rt i , SUM.M'it Structural Design Shear Wall Design Program Project: Location: Panel Thickness 3/8 wA Panel Orientation -Short Dimension Across Studs Nall Type 8d Anchor Bold Diam. 1/2 1 7. StUd Spacing 16 in o.c. Spec.GrPv Of Framing -0.5 Spec Gray Of Framing C-D,� IC -C, Af8,?A.NDS GD; Frid 8111 Plate :Grade ;i 100 AB In 2X Sill 620' AB In 3X Sill 730 Solit Anchoracie Reduce Date: 4/24/17 Units (UNO): lbs, in Index # Nail Nall Length Diam Embed Cd NDSValue Value ZA bill 70, -d-� 3 1 0.148 2 0.84 118 ;i 100 20.8 0 3.17 ..:.x......1..50 ............. 1.75 . ..................... 1. 0.99 1 1 8 ...... 6. ........ 11 .......... 3 ........ 16d i 1 .......... .......... .5 i .......... 0.16 .............. 6. ...... i 2.0 I ........ . . ....... .......... 1 ...... .......... f�i ......... ........ T. 2 ............... J ......... 20 ............ I .................................... 8 ............................ 170 .......................... ! 170 ............................... 5 1 30Y"-71 .... ........3.00 .... ... ....................... ........... 1.00 1 T&C', .......................... I !,�� .......... ........ S .......................... 4; ......... 0.25 . ................. -2.00 ........... .... ; ...... '11.00 .......... I ..:........1........................... ......... a .......... 220 ......... ........ 1- 220 ............... .......... .......................o........ 3/8-1 Screw i ........ I .................. ................... 0.375 6,- ..................................... .760,••....;.. 4 A92 400 . . i j..; ........................ A35..................................;...................... 11 2 .......... . . ....... ....................... ....................... ........................... ........ ......... 450 .......... .............. .......................4.......: 9 A34 I .......9.......:':........4 * 11 . ......... NG........ 365 ,if �M MOM ]e Nall Alowable SW Joint Fastening SW Joint Fastening AB Spacing (ft] 1. Use 3X framing at adjacent panel edges and stagger nailing 2. Condition B fastening is the same as for single. sided shear wall with same edge nailing Load Fastener Cona,A- Gond tj i-astener conn .A uono tj ZA bill JA 5111 2 7.1 0* 8 20.8 0 3.17 3.73 4*.......` * 350 .... ............ 2 ....................... 5.3 ......................................... ........................... 8 15.4 . 0 ....................... 2.36 .................... 2.77 ................. Note 1 1 ............. ................... 380 1 ........ T. 2 ....... 41.6 .... ... .0 .......... I ....... I .................... I .................................... 8 14.2 ............ 0 ............... 1.09 ....................... 2.5, ............ . ......... ..................................................... 3.8. 0 6 11.0 .......................... 0 ........................ ........................ 1.98 ............. ........ ....... .......... ........... . ........ ......... 11 .............. I ......... ........... 6 .............. .81 .4 ........... .......... ........... . ............ ........... ......... i NO ....................... 1.52 44, N6fWi. 6,- ..................................... .760,••....;.. 4 .. ..... �.6 . . i 2 NG 8 .......... 98A .......4......F .......9.......:':........4 * 11 . ......... NG........ ....... 6:46 ....... 0, N�Wi� i�66.,..! V . 4-11-1-V-1-1 .............. ........................ 2.1 -1 Note 2 !"1111-116" ........ !! ..........5...4 .......... . ...... 'b".*7, ... 6-.... 1. Use 3X framing at adjacent panel edges and stagger nailing 2. Condition B fastening is the same as for single. sided shear wall with same edge nailing -Summit Structural Design Project: Engineer: Desian of: Shear Wall Framina Light. Framed Sheathed Shear Walls Resistive Aa5 SA rho= 1.3 LhisrW X11 Attachment Attachment Load Load Lenath Length Lango Load/f )<dge Nail. Wali Line Case (15s1 41U Ou A i Wind 3930 14.00 , 14.00 14.0:.0 281 ! 4"* .................. ......_._........................................__.................«.................................................................................................. ..i. , ,. t...............................I Seismic 1 1265 i ' I 117 6" f Wind ; 2929 ; 19.00 19.00 # 19.00 154 i 6" ........................... �.......I.................... ........I............................................................... Seismic `.........3278 ............... ...................... 224 �............s;�..........., C ......... Wind , i:... ........ r.... 258:1 ....................... I 22.25 ......... 1.,. 22.25 ........ 22.25 ................................ 116 6" I . Seismic 2181 1 i 127 i 6" I D Wind ; 6282 19 00 19 00 , 19.00 I 331 4" I ..... _ ......... ........ :..........i............................................................... i........• i � I . Seismic 2752 ' 188 �..........«s;�........... E t Wind # 3269; fit 00 12.00 I 12.00 272 4"* ..............................................................._............... ..,.:.................... Seismic 1503 .....................:.........« ; ........................................ 163 6" 1 32462454 200 20.00i 20.00 ii 6" ....:.:................«..... .......:Wind .......... ......................::.::....•...:... :......«.:.... ....... ..........................1.......... ...........«............ .................. 2 y Seism:c i; ' 172 6" 2 Wind ; 7124 ; 26.17 26.17 26.17 272 i 4"* 1 «.;....«..............:....................................._................«._............,....................,........«,..:..._...........:....... , .. ;......................................................,.....I , Seismic 4132 i is ! 205 1 6" 3Wind 6901 20.251, 20.25 .; 20.25 341 1 4"* _...:.......«..............._......._.................................«........................:................................... ....... .................................. ! Seismic 1 2963 ! ....... ........................ , 190 , 6'1 4 . Wind 1 3500 ; 11.25 ; 11 25 i 11 ,25 i 311 ! 4"* «. ........................• :........... .......... �. Seismic 1 1240 i ........:............... 143 .......... 6" 15 Summit Structural Design Project: Engineer: Design of: Shear Wall Stability SI)S'=l 0.538 Overturning (+ = uplift) Overall esistive GMAly QI QI fthling Mel Load Langib L-eaMb LQad HaWbI Moment omen WD WaII Lined fl.kft--IW ULU kb-). A 1.4....0.0 1..4...0.0......1 2.0.0 9 35370 19600 Seismic ........... .......... .............. .............................. 14801 ' 19600 B Wind 1 5.00 11 8479 2500 ............ .................. ............ I.... .... Seismic ............................... ......... ........ .......... ......... . . ............. ............ I .......... 12336 i .............. I.-,... .......... 1 2500 Wind 1 3.50 3.50 1 200 110 1 1 225 Seismic f i 4460 1225 D Wind ............ .... . . .... . .................. 4.00 ................................ 4.00 i 200 9 ............................... ............................... 11903 ........................... .... 1600 ................... Seismic T***""* i 6779 16006 Wind 2.00 200 9 1 29421 14400 ............. ... ......... Seismic ....... .. . .. . ..... . .. . ............................... ............................... ............................... 17585 i 14400 1 1 ............. .....Seismic. Wind . ....................... 3.50 . .....................l............_.-.......... .3.50 200 9 ........ ... ................r................._................541.4..... .. . 1225 ............. .............. !�Yipq . ...... . ..... .. P..50 . . .................. 1 6.50 1 ... . .......................... . 200 .................... 9 15925 4225 06 1 Seismic T 12008 4225 3 ? 0.25 20.25 1 200 10 69010 41006 ............................ . . Seismic ..................... .................. I ............................... . ............................... 1 ................................ 38519 ................................ 41006 4 i Wind ............................... 3.25 ........................... 3.20 1! 200 9 ...•............................. ............. I ................. 8960 .... .......................... 1056 Seismic T 1 I 4127 I 1056 PROJECT. 76 ENGINEER: DESIGN OF i V c-'4 r0l SUMMIT STRUCTURAL DESIGN www.summitchico.com PAGE: DATE: .4 PIN 1v -44 �n lo . ...... ------..... ....... . . . . . . . . . . . . cu 4--c) . . . . . . . . . . . . . . . . . . . . . . . k . . ... ....... . . . ....... ...... ...... . . ........ . . . . . ....... . . . . . . . . . . . . . . . . . . . . . . . . . . . .. .... ... ..... ... r....._ .... . .......... . .......... ........ .. .. .. ... . .. ............... PROJECT; �� - _1 SUMMIT STRUCTURAL DESIGN PAGE: ENGINEER: Ali www.summitchico.com DATE: DESIGN OF a ` 8 :-0' 6:12 D -g2 1 , _.......:._..._..._.i ._........_.... .... ...... ....... _..__:. i , t..-.._-.�._._.....i..�_ ._....._� ___. ' 6X PORGH HDR 6X POPZH S3 9 1E 7YPIC,AL PAGE: ibPROJECT: --�' SUMMIT STRUCTURAL DESIGN ENGINEER:. AT www.summitchico:com DATE: a I)FUGN OF 0;. 14 ...1...... _ I` ! i i t � t _�2+.._ S, , i i t .I t .._._ II ............p_._.._ I .._�i u .__. H_ _._.__. "._:..lCv '_..—_.._ __.. n ._._ _ __._-'j ___•_ _._.._.......... _. ..... _ *F�"i f • I t 0;. COMPANY PROJECT WoodWorks� Apr:75;2g1710:05 17.1799, snmytar ran Troon arstcN- Design Check Calculation Sheet WoodWorhs sitar 30:1 ].oetl ' Type al ec rlbutlen Pet- Lou don I fcl ILrgnitud. Unit 2402 Total 2684 tern ce Lnd Oto ce End ar.. t'b' 2156 2102 p N ne 2549 1, U • pe moat LL Root: eons t. gull Ara• 1.00 20.00 17.001'. at 0.97 N.1'1 I DL _ad T, idol 12 0.06 i.04 170.0 280.0 pit 0.75 W.it 2 OL D.od Tc.petal dnl 0:75 7.06 16.06 280.0. 110.0 if 1.00 Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) : W -1.i' is 1-d Neuf 1. 2202 401 1998 d0i !moored, s ,n. r 2402 Total 2684 BcMingl�l Oaecing, Cape City X. t'b' 2156 2102 Support. 2686 2759 2549 Aaea Tecel Defl'n 0.75• L/255 De.. 1.00 1.00 Support 0.97 0.97 load .ware 12 wa t,eng to 0.75 0.69 Mtn coq'd 0:75 0.69 Cb 1.00 1.00 Cb an 1.00 1.•00 Cb .upDott 3.07 1.07 F 425 6"5 Gl,ulam•UnbBL, Waet Specles, 24F -V4 DF,.5Al2"x10.112'• 7 lsminsllons. tr112' marilmum wldm, Supports: All . Tlmber•sofl Boom, D.Fir-L N0.2 Total length: WAA'; A'; .Lateral support top- 24 bottom- ul supports; IIn) Analysis vs. Allowable Stress (psi) and Deflection 11n) uslno NOS 2012: Ccl Lesion Mel •is Value 0ea1 n Vnlus M11 ale/Deal n s ,n. r v • v17 BcMingl�l tb • 1088 t'b' 2156 'CL/Fti'.• 0:90 Live. 0. '1 0.09 • 4L/999 0:51 • L/J 00 0. Is Tecel Defl'n 0.75• L/255 0.00 L/210 0.94 Additional Data: rACTO10, P/E 1pal)CD CN Ct CL. CV cf" Cr Cfrt' Notes Cn•Cvr wo iv' 265 0.90 1.00 1.00 1.00 1.00 .1.00 1 Flt'♦ .2400 0.90 1:001.00 0.999 1.000 1.00 1:00 1.00 1.00 - 1. Pcp' 650 7:00 7'. OU -- E' 1.0 Millon 1.00 1.00 - - - 1.00 - - 2 Onlay' 0.95 million 1.00 1.00 - - 1'.00 - 2 CRITICAL LOAD COMBINATIONS: Shoot , Kal D only, V v 2201, V daeign 1999 The Oendlnp j+), k al 0 only, 11 • 9164 lbs -ft Deflaction, LC 12 Dr Lr 11.1 vel LC 12 • at Lr Itotell D•dead L•ilve S•enov M=wind I.1,ryiacc Lc•roaf live 6-concentcatod E-carthquate All 1.C'a are Ile tad Ln the Mal Y. I, output - Lead combinp Clone, ASCE 7-10 / IBC 2012 CALCULATIONS: oefleetlan. E1 • 955.06 lb -!n2 'Liv." deflection • Deflection from ellnon-dost lo.d. Ili.ve, wind, enaw�l Tocol Deflection 1.50(Dend Load Dotlectlpnl + Live Load Deflection. Design Notes: 1. Wood Works anNysis and design are In Occo donee Wth the ICC Impmillonal.Bulbing Code GSC 2012). the Nailanat Design Specification (NO$ 2012)• and NDS Design Supplement, 2. Please vedly that the dofoWl de0ectlon limits am appropriate tot your application. J.GIWam design values oro.for malodsls Conforming to ANSI 117-2010 and manufactured In acooNancewful ANSI A190.1-2007 4. GLUtAM: bud a actual breadth It Wool depth. 5. GIWOm Beams atoll b0lalerdlty,suppoded occording to the previsions of NDS Clause 3.3.0. 0. GLUUIM; hoaxing langth based on smaller ofFcpGanslon), Fep(corngn). Load- Type Distribution Peen sort I'llE.d 9ceretudo�d unit 10619 Cap acl ty partial res Pb' 2990. tb/Pti' - 0.07 beam P. Root 1 LL Doot:const[. Pattlal,Araa 6665 0.15 17.15 20,00115.751'. pef- noot 2 LL Roof Cone tr. Pa ctlel Mae Oanm 13.15 '18.'1.5. 20.00 15.001.' Dat. Aaot 2 OL Dead. Yertlal Area '0.97 15.15 16.15 10.00 13.001-• paf Nall OL Dead. NIL Area. 2.97 11.001? pal PL DL Dead Point 1.00 15.15 .4101. 1 ba, PL LL Root cant, Point Cb aupport MIS 1557 lbs Maximum Reactions (lbs), Bearing :Capacitles (Ibs) and Boaring Lengths (in) : 18'•4.8 - Dead Root Live 7160 5329 l0estan Value .5114 5505 Factot.dt Total 6409 -- ' 10619 Cap acl ty tb 2170 Pb' 2990. tb/Pti' - 0.07 beam 6409 0.51 •. W740 10619 Support. 6665 0.01 " L/240. 10907 Anal/Don Oanm 1.00 1,00 Support O.D7 '0.97 Load comb a2 12 Length 1.02 2.97 .I. recta 1.02 2.97 to 1.00 1'.00 to min '1.00 1.00 Cb aupport .1.07 1.07 ran eup 625 - 625 Glulatn•Unba1.,.WDst Spklos, 24F -V4 DF, S -1/2'x131/2" 9. IamLiailons, 5.1/2- maximum vAdlh, Supports: All Timber -soft Beam, O.Fir•L No.2 Total length: 184.8'; Lateral supporii top 24 bollomw alsuppons; Iln) Analysts Vs. Allowable Stress (psi) and Deflection (in) using NOS ima: Crltatlon lknaivaLa Value l0estan Value Wiai Sia/Dani n s oat v :• 'W v yv -•- "..d.n0lrl tb 2170 Pb' 2990. tb/Pti' - 0.07 Live De ll'p 0.41-� L%1 To 0.51 •. W740 0.17 T0[nl Do fl'.n 0.G1 = W320 0.01 " L/240. 0.75. Additional Data: FACTORS, f/EIPW Co a Dt CL Cv Cl. Cr Ctrt flat.. Cn'r.r .LCB Fv' 265 . 1.25 1.00 1.00 '1.00 1.00 .1.00 2 N'♦ 2400 1.25 1.00 1.00 0.991 '1.000 1.00 1.00 1.00 1.00 - 2 ran, 650 1.00 1.00 - - - - 1.00 . - e. .1.0 .131.10. 1.00 1.00- - - - 1.00 - - 2 Eminy' 0.05 million 1.00 1.00 - - - - 1:00 - - 2 - CRITICAL LOAD COMBINATIONS: Oh.ar , LC. 02 D4Lr, V - 10150, V deelgn - .10450 to. 0endl.01F1, LC 02-.D,t,, N - 14505 lb. -(t ' So llocclont LC 02. --OrLr tllvol LC 12• •-6+Lt (tot.11 .-Seed L•Ilve 9!a now, bwlrid I.1mpAet Li -root 31vo tx-mricontrnt.d E-oarthqun:ce' ` A11 LC'. ere listed In cho An.lyel.a output Wad conbin.tlane, ASCC 7-.10 / laC 2012 CALCULATIONS: Da tlactlont EI - 2050006 Ib-ln2 "Livo- dotlactlon - Daflection tram all non -dead land$ (11ve, wind, anow-.I Total Dotleetlon - 0.5010-d Load Dellectiont Liva Wad Dot.locaion. Design Notes: 1. WoodWodu analysis and dosipn aro In accordance vdth the ICC lolemaltonal Building Coda RBC 2012), the National Design Specification (Nos 2012), and NDS Design Supplement. 2. Ploaso verily that We doroull dofloellon l n10s am appropriate for your Opotalton. 1 S. Olulam design values aro.for malodateeonformhtg to ANSI 117.2010 uml manufactured N occortimm Will ANSI A190.1-2007 IiI{ 4.CLULAM: W - aausl breadth x adual depth. 6. Olutam Roams snap be laterally Supported aoeordlng to the provisions of NDS Clauso3.3.3. 6.OLU(AM: basting length basad on smaller of Fcp(lamlon). Fop(Comp'n). I PROJECT. - -1 1I PAGE: '- SUMMIT STRUCTURAL DESIGN ENGINEER: www.summitchico.com DATE. nrCIr'AI nC i r -�'___ � �_ ._..._.1._.... t : .... _...... _ ... �.a..._. ....... . ........ ...... .............. . i I i .... . .. ..... ... . . ........ F _ it V i lk _ 1 I► i : I � i =_ � �� ►jri jllj��, COMPANY PROJECT WoodWorks' SOFFWARf FOR IVOOO OIFICN Apr. 25, 201710:15 17.17883 Design Check Calculation Sheet Wood Works Sizer 10.1 Lead 'Type Distribution Pat- Location (fti Magnitude Unit v v' = U,. Bendingl+) Beam tern Start End Start End 1036 00UL Dead 'FV roe 0.25 a L/471 Beam 1 0 5 ' par Roof LL Rbof constr. Full Area .Load comb 12 20:00 (5.75)• psi self -weight Dead _ull UDL 0.50•' 0..50• 9.5 1f Maximum Reactions.(Ibs), Bearing Capacities (lbs) and Bearing Lengths (in).: 91-851 Unfactored: Deed Roof Live 540. 5.50' - 548 550 Factored: Total 1106 11.06 Bearing: capacity v v' = U,. Bendingl+) Beam 1719 1119 Supporta 1036 .1036 Anal/ Do Total Defl'n 0.25 a L/471 Beam 0.64 0.64 Support 0.60. 0.60 .Load comb 12 42 Length 0.50; 0,.50• Min req'd 0.50•' 0..50• Cb 1.00 _ 1.00 Cb min 1.0.0 1. 00 Cb support 1.07 1 .0'I Fcp sup 625 625 ,ru,n,,,u,u w=,vry ,v,tyu,�avuu,y uaau. ,, ,vt v, w.auNyu,w Timber -soft, D F1r-L No.2, 6x8 (5-1/2"x7-1/4") Supports: Aif Timber -soft Beam, D.Fir-L No.2 Total length: W-8.5"; Lelerel support lop 24 bottom= at supports; fin), Analysis vs. Allowable Stress (t)sl) and Deflection (in) usma NDS 2012: Criterion Anal sis Value Design Value Anal sis/oesign Shear v = Fv - 212 v v' = U,. Bendingl+) ffin- 663 Fb' - 937 fb/Fb-= '0.71 Live Dofl'n 0.10 - <L/999 0.32 - L/360 0.31 Total Defl'n 0.25 a L/471 0.40 = L/240 0.51. Additlonal Data: FACTORS: F/E(pai.)CD CN CC CL Cr Ceu Cr Cfrt Ci Cn LCa Fv' 110 1.25, .1.00 1.00 - - 1.00 1.00 1.00 2 F'b'c 750 '1.25 1.00 1..00 1:.000 1..000 .1.00 1..00 1.00 1.00 - 2 Fcp' 625 1.00 1.00 - - - :1.00 1.00 - E' .1.3 million 1.00 1.00 - - 1.00 1.00 - 2 'CRITICAL LOAD COMBINATIONS; -Shear- I LC 12 D�L'r; V,- 1.102, V design.. 959 l.bd Bending(+): LC 12 - D+Lr,.M 2663 lbs -fit Deflection: LC 12 - D+Lt (live) LC 12 D+Lr (total) Ddead L=live S -snow X=wind I=impact Lr -roof live 'Lc -concentrated E=earthquake All LC'a are listed, In the Analysis output Load combinations: 'ASCE 7-46 1 :IDC 20.12 CALCULATIONS: Deflection: EI - 227e06 lb -int "Livo" dorlection a Deflection from nil non -dead. loads (Live, wind, snow..) Total Deflection 1.50(Dead load Daflecrionl + Live Load Deflection. Design Notes: 1. Wood Works analysis end design are in accordance with the ICC International Building Codo (IBC 2012), the National Dosign SpeclOcadon (NDS 2012), and NDS Design Supplement. 2. Please .verify that the default deflection limits are eppropriato for your application 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. i 22) COMPANY PROJECT WoodWork§o SOrnvA4EF6R WOOD Dfr7CN- Apr. 25, 2017-10:20 17=178 B4 Design Check Calculation Sheet Woodworks Suer 10.1 Load Type Distribution Pat- Location IEtI I Magnitude Unit tv = 331, Capacity Gaon Start End I Start End 1719 Roo L DeadFu Area 1836 Anal/Dee. 30. 0 M707, pa Roof LL Roof constr. Fu l.i Ares Support 0.41 20.00 14.501• psC Self-weleht. Deed, Full UDL 0.50+ 0.50, 7.2 Plf ..� ..y .. .... Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 8'-4:5 unfactored: bead Roof Live '369 377 369 311 Factored: Total 746 .. _... 746 Bearing: tv = 331, Capacity zlz - .v - v _ O.Y Boum 1719 17]9 Supports 1836 1836 Anal/Dee. 0.10 - cL/999 Beam 0.43 0.43 Support 0.41 0.41 Load comb. 62 02 Longfh 0.50+ 0.50, Min req'd 0.50•0.50• Cb 1.00 1,00 Cb min 1.00 1: 00 Cb support 1.07 1.07 F.' c sup 625 625 rvurnmum vvanny ronyu� ovmny unuu. uc w, anu ouppw �n Timber -soft, D Fir L, No.2, 6x6 (5-1/2"x6-1/2") Supports: All Timber=soft Boam, D.Fir LNo.2 Total longth; 8'4 5 , Lateral support lap= 29 bOItom9 at'supports;.(in) Analysis vs. Allowable Stress (Psl) and Deflection (In) ualna Nos 2012: .Additional Data: FACTORS: F/EipsilcD CM Ct CL Cr Cfu Cr Cfrt Ci Cn LCII Fv' 170 1.25 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 750 1..25 .1..00 1.00 1.000 .1.000 .1.00 1.00 1.00 1.00 - 2 'F'cp' 625 - 1.00 1.00 - - 1.00 1.00 - E' .1..3 million 1.00 1.00 - - - 1.00 1.00 - CRITICAL LOAD COMBINATIONS: Shear : LC 82 - D+Lr, V = 742, V design 657 lbs Bending(+): LC 82 - D+Lr, M a 1547 .lbs -ft Deflection: LC -02 v D+Lr (live) 'LC 112 D+Lr [total) D=dead ],alive S=snot+ W=wind -1=impact Lr=roof live Lc=concentrate.d E=earthquake All LC's are listed in Ehe Analysls output Load combinations: ASCE 7-.10 / IBC 2012 CALCULATIONS: Deflection: EI = 99e06 lb -1n2 "Live".deflection .- Deflection from all non -dead .loads (live, wind, snow:.) Total Deflection = 1.50(Dood Load Deflection) + Live Load Deflection - Design Notes: 1. WoodWorka analysis and design are In occordanoe:with the. ICC International Building Code'(IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2,Please verify that the default defection limits are appropriate for your application. 3. Sewn lumber. banding: membersshelf be'laterelly supponed,according to the provisions of NDS Clause 4.4.1. - t. n. Value _'Anal sis/Desi n Shear tv = 331, FV = zlz - .v - v _ O.Y Bending(t) Ib a 669 Fb = 937 fb/Fb' _ 0.71 Live- Defl'n 0.10 - cL/999 0.20 - L/,360 0.35 -Total. Daft n 0.24= L/.411 0_42 _ L/240 0..58 .Additional Data: FACTORS: F/EipsilcD CM Ct CL Cr Cfu Cr Cfrt Ci Cn LCII Fv' 170 1.25 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 750 1..25 .1..00 1.00 1.000 .1.000 .1.00 1.00 1.00 1.00 - 2 'F'cp' 625 - 1.00 1.00 - - 1.00 1.00 - E' .1..3 million 1.00 1.00 - - - 1.00 1.00 - CRITICAL LOAD COMBINATIONS: Shear : LC 82 - D+Lr, V = 742, V design 657 lbs Bending(+): LC 82 - D+Lr, M a 1547 .lbs -ft Deflection: LC -02 v D+Lr (live) 'LC 112 D+Lr [total) D=dead ],alive S=snot+ W=wind -1=impact Lr=roof live Lc=concentrate.d E=earthquake All LC's are listed in Ehe Analysls output Load combinations: ASCE 7-.10 / IBC 2012 CALCULATIONS: Deflection: EI = 99e06 lb -1n2 "Live".deflection .- Deflection from all non -dead .loads (live, wind, snow:.) Total Deflection = 1.50(Dood Load Deflection) + Live Load Deflection - Design Notes: 1. WoodWorka analysis and design are In occordanoe:with the. ICC International Building Code'(IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2,Please verify that the default defection limits are appropriate for your application. 3. Sewn lumber. banding: membersshelf be'laterelly supponed,according to the provisions of NDS Clause 4.4.1. PROJECT. RAL DESIGN PAGE: 24 -7 7_ .. �tJ SUMMIT STRUCTUc)-+/� ENGINEER- www.summitchico.com DATE: [)Flqir!,NOF .......... PIC' TVA] . .... . ..... ........ ..... . . ........... ... ....... ...... . .. . . ..... . ... . ...... Q_ L ... ........ . ... .. . .... ..... .. I L . . . ...... D L .. . .. ... . ...... .. . .... ....... ...... ... .. - - - - - - - ----------- - .. . ....... ....... . . ........... . . .......... ............. ........ ... _ .1__�._ y__ _ _. _.... ___ E__.__�___� __ _ __- __�___- ___ - I L . ........__. _ _ ......... .. ............ 2S COMPANY PROJECT Wood Works' MFflVAREIoa WOOD nifrcN Apr. 25; 2017 10:22. 17-.178 BS Design Check Calculation Sheet Wood Works Sizer 10:1 Load Load Type Dist rihut tun Pat- Location Iftf Magnitude Unit _ .. ... .. "e Beam tern Start .End .Start. .End 1045 Root ea - - roe fb/Fb' = 0..90. Beam a,0 b • ps Roof LL Rout constr. Full Aron Load comb 02 - : 20.00(lU.251'• psf Ifail._61 Dend. .. Full. Arun 0.50 0.50 20'.00 (3:001'• sf Maximum Reactions (lbs), Bearing Capacities (lbs) -and Bearfng Lengths,(in) : 4'-7" - Unfactored: Dead ' Roof Live 090 '037 090 031 Factored: Total - - 1727 1727 Boaringr capacity _ .. ... .. "e Beam 1721 1727 Supports 1045 1045 Anal/Des 931 fb/Fb' = 0..90. Beam :1.0D 1.OD Support 0.94 0.94 Load comb 02 - 02 Length - 0.50 0.50 Min .icq'd 0.50 0.50 Cb 1.00 1.00 Cb min 1.00 - - 1.00 Cb support 1.0.7 1.07 Fcau 62.5 625 'Timber -soft, D.FIr-L, No.2, 6x6 (6-112"x6-1/2") Supports: All =Timber -soft Beam, D.Fir-L No.2 Total Iengiii: 4'-7A"; Lateral support: top= at supports, bottom= at supports; Analvsls Vs. Allowable Stress (osi) and Deflection (in) w.lne Nns 2nf2 , Criterion Analysis Value Desi n Value. Anal sia/Deaf n Shear y "e Fv 1 v Fv _ 0.jn - Bandinq(,) fle 041 Fb' 931 fb/Fb' = 0..90. Live Defl'n 0.04 a <L/999 0.15 L/360 Total Defl'n 0.09 " L/595 0.23 L/240 0.40 Additional Data: -FACTORSi F/E(psi)CD CN Ca CL CF Cfu Cr cfrt Ci Cn •LCs Fv: 170 1.25 1.00 1.00 - -- - 1.00 1.00 1.00 2 Fb'+ 750. 1.25 1.00 1.00 1.000 1.000 1,00 3.00 1.00 1.o0 - 2 rcp' '625 - 1-.00- .1_00 - - - - 1.00 :1.00' - - E' d.3 million 1.00. 1.00 - - - - .1.00 1.00. - 2 CRITICAL LOAD COMBINATIONS: Shear LC -02 DtLr,. V - 1711, V design - 1350 lbs .Dondln0(s): LC 02 a U>Lr., M - 1943.lbs-ft Deflection; W.112 A D+Lr (live) LC 02 D+Lr Itotal) D -dead L -live S -snow W -wind I-lmpaet. Lr -root live Lc -concentrated E-earthquoke All 1:C,'s are listed In the Analysis output Load combinatlon:i: ASCE 7-'1'0 / IBC 2012 CALCULATIONS: Defloctfon:. El 99a0G lb -1n2 "Live" deflection Deflection from allnon-.dead loada (live,wind, anow...) Deflection 1.50(Dead Load Deflection, + Live Load Deflection, ,Total, esign Notes: WoodWorks analysis and design are in accordance with (he iCC.lnlomational Building Code (IBC 2012), the National Design Speciricatlon NDS 2012), and NDS Design Supplement. Please verify that the default deflectionItmlls'are,eppropriate for your application.'Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. a COMPANYPROJECT 1 WoodWorksQD G) somveacroR woon neacu Ape. 25.2017 10:24 0;2 17-178 BE Design Check Calculation Sheet WcodWorks Sizer 10:1 Loads: Load Typo Distribution Pot- Location (rti Magnitude Unit ''v e - - - - Capacity torn Start End•, Start End 1719 Roo ee 1.1. Area 1836 Aral/Deb B'. D - 11-50)'. pat Roof LL Roof const'. 11. Full Arca Support 0.89 2D.OD 'f 7.50)' psf Self-wei ht Dead F1111.UDL 0.50• 0.50•' 9,5 14' Tributary Width Ift) Maximum Reactions (lbs), Bearing Capacities:(Ibs).and Bearing Lengths (in) : y 11'•0.6" - Unfactored: Dead Roof Live 797 828 791 828 Factored: Total 1626 3626 Bearing: ''v e - - - - Capacity 12 v EV • Beam 1719 1719 Supporta 1836 1836 Aral/Deb 0.18 - L/746 Beam 0.95 0.95 Support 0.89 0.89 Load comb 82 82 Laingth 0.50• 0.50•' Min ioq'd 0.:50• 0.50• Cle 1.00 1.00 cbmin .1.00 1.00 Cb support 1.07 1.07 Fc su 625 625 'Minimum bearing length setting. used; 1/2" for end supports Timber -soft, D.Fir-L, No. 1, 6110 (SA/2'W-1141') Supports: All - Timber -soft Beam, D;Fir4. No.2 {I Total length; 11'4;5'; Lateral support: top= 24 bottom? at supports; (in) Analysis vs. Allowable Stress (psi) and Deflection (In) using Nos 2D12: Criterion Analysis Value Design. Value Anal sis/Desi n. shear ''v e - - __ ....Fv - 12 v EV • Banding(+1 'fb = .4 1109 Fb' a 1500 fb/Fb'� 0..74 Live Darl'n 0.18 - L/746 0.17 - L/360 0.48 Total Defl'n 0.43 o L/305 0.55.- L/240 0.79 Additional Data: FACTORS: F/E(psi)CO CM Ct CL Cr Cfu Cr CPYC Cl Cn LCB Fv' 170 1.25 .1.00 1.00 - - -� - 1,00 1.00 1.00 2 F'b'+ 1200 1.25 1.00 1.00 1..000 1,000 1.00 .1..00 1.00 1.00 - 2 Fcp' 625 - -4.00 1.00 - -- - 1..00 1.0.0, - - E' 1.6 million ..1.00 1.00 - -1,,00 1:00, - 2 CRITICAL LOAD COMBINATIONS: Shear LC .82 = D+Lr, V - 1'620, V desLgn.e 1436 .Lbs Bantling(+)s LC 82 - D+Lr, M ` 4454 lb3-rt Deflection: LC 82. a D+Lr (live) LC 02 - D+.Lr (total) D -dead L -live S=snow w=wind I=.impact Lr -roof live Lc=concontrated E=earthquake, All We are.listed in the-Analyala output Load combinations: .ASCE 7-10 / LBC 2012 CALCULATIONS: Dofl.ection: E1 279oOG lb -int " Live'.dsflectlon Deflection .from all non -dead loads (Live, wind, snow-) Total. Deflection 1.50(Duod. Load Deflection) L Live: Load Deflection, Design Notes: 1. Wood Works analysis and design are In D=Crdanto with the ICC International Building -Cod D (IBC.2012), theNationalDesign Specification (NDS 2012); and Nos Design Supplement. 2. Please verify that the.defou(t defteclion limits ere appropriate for your application, 3. Sawn lumber bending members shall be Iateralty supported according to the provisions of IDS Clause 4.4,1: PROJECT:. PAGE: SUMMIT STRUCTURAL DESIGN ENGINEER www.summitchico.com DATE: DESIGN OF 6f a _nvvNS,') _r� _ __ _ __ __ ____ _ ...... ............. __ ..... .. .... ..... ..... .... . .. . ....... 0 K2 12),. . .... . ...... . .... . . .... ... -- -------- . . . .................. . . . ........ . . . . . . . . . . . . ........ .. ...:I.......... .. ....... . .. .. .. ........... ... ....... .... .. ... . ..... ....... . ...... ....... ... . .... ......... . .. ..... ....... .. . COMPANY PROJECT F WO O d Wo 1 k W ' Apt. 25. 2017 10:20. 17-17887. ,tO/TIVIRLrFAR i1M1700 MICA) Design Check Calculation Sheet WOOdWorki spar 10.1 and Typo Dlbtributlon. Pei- LOCA Cl on (!CI Nagnl Cuda Un1C Total 10711 cern etntt End, bte ct EnJ Capoolty 10111 seam supports 10771 11062 11062 deet LL Hoot sanest. Pull A[ea Ooem 20.0011/..731• Def Well. DL Dead Pull At.. . Lead comb "'92 20.00 7.001' ant, ...._ .. Maximum Reactlons (lbs),.Bearing Capacities (lbs) and Bearing Lengths (In) 3P-9- Un[acto tedi Dead Roof "Iva 6235 1570 6275 19)6 FSctotcdr - - 10711 Total 10711 Boa tl ng. - Capoolty 10111 seam supports 10771 11062 11062 Ann l/Dan 1"00 Ooem 1.00 0.71 support 0.91 k'` Lead comb "'92 q2 O.OI 3.01 Nin req'd 3.01 3.01 Cb 1.00 I.00 e1, .11 1.00 1.00 Cb M.ppott 1.07 1.01 Fcp u 625 625 Glulam-Unbal., West Species, 24F -V4 OF, 5-1/2"45-1/2" 17 laminotlans, S I/2' maximum width. Supports: All - Timber sOn Beam, D.FlrL No.2 TOW) length: 3P-9.0•.: Loloml suppon: top- of suppods, bottom• of supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012 6endln9(4) I fb •"1640 I Pb' 1600 tb/Fb' . 0.97 Live Dafl'n 0.42 L/011 1.02 L/260 0,41 Intal. ne El'n 1.29 . L/284 1.52 • L1240 0.04 Additional. Data: FAL'TORSr F/Elpe11CD CN at CU CV -Cfu CI Ctr.t notes Ch -C-1 Lcu PV' 205 1.25 '1:00 1.00 1.00 1'.00 1.00' 2 W. 2400 1.25 1.00 1.00 0.507 O.ba9 1.00 1.00 1.00 1.00 - 2 'Fcp' 650 -1.00 1.00 - - - 1.00 - - - E 1.9 million 1.00 .I.aD 1.00 2 L --.Yl 0.95 adllia5 1.00 1.00 - - - 1.00 - - 2 Only the I ... at or CL and CV in applied,. oe per 1105 5.3.0' CRITICAL LOAD COMBINATIONS: sheer i. LC 12 D -L[, V •- 10693, V doelgn V 9106'.11,5 Banding(+), LC q2 - DaL r, !t:• 01455 lbs-tt Dafloati on: LC 12 �'DILI Ill vel W 02 D+ Lr Itatal) D-dond L7111vo 0 -anew llwlnd I-I*Act Lr"coof hurt L.-concanttated &earthquake All LC "s. eco ll otoa J. the A' output. Load combination., ASCE 7-10 / IDG 2012 , CALCULATIONS: Deflection, EI a 13679.00 lb -1n2 "Live' deflection • Do Cloetlon /rem All coon -dead lead. hive, wind, anow...l Total. Deflection 1.50.1Doad Land Onfloctipn) -41- Lp.d Do Cl -tion. Design Notes: 1. WoudWorits analysts and design ore in accordance wllh the ICC International Building Code (IBC 2012), the National Design SpeellIcallon (NOS 2012)• and NOS Design Supplement. 2. Please verify that the dofauh deflection limits aro appropriatefor your Oppticallon. 3. Gltdam design daluos am for materials conforming 10 ANSI 117.2010 and manufactumd In accordance Win ANSI A190.1-2007 4. GLULAM: bxd a actual bmadth x actual depth. 5. WtAtm Beams shah be laterally supported according to lim,provislone of NOS Clause 3.3.3. 9. GLULAM: besting length based an smaller of Pcpgenslon), Fcp(comp'n). 29 Summit Structural Design Timber Column Design Values per NDS.3.7 4X DF-L(N) #1 Fc Emin d KcE c 1000 580000' 3.5 0:822 0.8 Hily Reduction Column Capooy4bA) le (ft) Cp Fc' (psi) 4X4 4X6 08 4X10 4X12 5 0.83 828 10138 15932 21725 27518 33312 6 0.73 731 8949: 14063 19176 24290 29404 7 0.62 622, 7625 11982 16340 20097 25054 8 0.52 521 6378 10022 13666 17311 20955 9 0.43 434. 5318 '8357 11395 14.434 17473 10 0.36 364 4458 7006 9553 121.01 14648 1:1 0.31 308 3771 5925 8080 10235 12389 12 0.26 263 3220, 5061. 69..01 874.1 10582 13 0:23 227 2777 4364 5951 7538 9124 14 0.20 197 2416 3797 5177 6558 7939 15 0.17 173 2119 3331 4542 5753 6964 16 0.15 153: 1873 2943 4014 5084 6155 17 0.14 136 1667 2619 3571 4524 5476 18 0.12 122 1492 2345 3197 4050 4902 19 0.11 110 1343 2111 2878' 3646 4413 20 0.10 99 1215 1910 2604 3299 3993 21 0:09 90 1105 1736 2367 2998 3630 22 0.08 82 1008 1585 2161 2737 3313 23 0.08 75 924 1452 1980 2508 3036 24. 0.07 69 850 1336 1821 2307 2792 25 0.06 64 784, 1.232 168E 2129 2577 26 0,06 59 726 1141 1555 1970 2385 27 0.05 55 674 1059 1444 1829 2214 28 0.05 51 627 985 1343 1702 2060 29 0.05 48 585 919 1253 1588 1922 30 0:04 45 547 859 1172 1485 1797 Summit Structural Design Timber Column Design Values per NDS 3.7 6X 6X DF=L(N) #1 Column Gapaco-(Ita) Fc E,min gid'. 1000 580000 5.5 St le (ft) bility Re uction Cp Fc' (psi) 5 0,94 942 A 6 0.91 911 7 0.87 871 ,8 0.82 820 9 0.'36 759 10 0.69 -692, 1`1 0.62 622 12 0.56 556 13 0.50 495 14 0.44 4,41 15 0.39 394 16 0.35 353 17 0.32 3.17 18 0.,29 286' 19 0.26 259' 20 0.24 236 2.1 0.22 215, 22 0.20 197 23 0.18 181 24 0.17 167 25 0.15 155 26 0.14 143 27 0.13 133, 28 0.12 124 29 0.12 116 30 0.11 109 KOE c' 0.822 0.8 6X12 59586 57635 55075 51845 47997 43738. 39370 35176 31332 27911 24915 223.13 20057 18100 16399 14916 13617 12475 11467 10573 9778 9067 8430 7857 7340 6871 p .. Column Gapaco-(Ita) 8X6 6X8 6X10 28498 38860 49223 27565 37588 47612 26340 35918 45496 24795 33812 42828 22955 31303 39650 20918 28525 36131 18829 25676 32523 16823 22941 29058 14985 20434 25883 13349 18203 23057 11916 1-6249 20582 10671 14552 18432 9592 13080 16568 8657 11804 14952 7843 10695 13547 7134 9728 . 12322 6513 8881 11249 5966 8136 10306 5484 7478 9473 5057 6896 8734 4676 6377 8077 4337 5913 7490 4032 5498 6964 3758 5124 6491 3510 4787 6063 3286 4481 5676 6X12 59586 57635 55075 51845 47997 43738. 39370 35176 31332 27911 24915 223.13 20057 18100 16399 14916 13617 12475 11467 10573 9778 9067 8430 7857 7340 6871 p .. Summit Structural Design Project: E:ngineer- esign of; Roof Framing Loads: DL= 1,8 psf LL= 20 psf Page: Date: ,f. plywood: 1/2" C.DX-APA rated (32/16) plywood or OSB equivalent. Apply face grain perpendicular to framing,. stagger panels and nail with 8d @ 6" O.C. edge and '12" O.C. field. Edge. nail at gable end trusses, drag trusses, frieze blocking and all supported edges. Spacing = 24" o.c.. Loads: T.C. Live Load = 20 psf T.C.: Dead 'Load = 10.: psf B.C.. Dead Load.= 8 psf Total Load =.38 psf In a 2x6 wall provide a stud directly under each truss reaction greater than 2250#. In a 2x4 wall provide a stud directly under each truss reaction greater than 1350#. Typical Headers (uno): Use 6X8 DF#2, use .(2). trimmers min. at all openings larger than 4'-0"; 777 Summit Structural Design Project: Page: Englneer: Date: i0sign of: Foundations Soll Bearing: 1500 psf Concrete stem wall (Non -retaining): (fc'=2500 psi) 8" wide with (1) #4 continuous of top of wall and #4 at 18" O.C. full. height. Provide #4 at 18" O.C. vertical developed; by hook Into footing, U.N.O. Masonry stem wall.(Non-Waining)r 8" solid grouted (I'm = 1500psi)-with.#4 at 24" O.C. each way. Continuous;footings (fc' = 2500 psi) Width Ibickmess Cap_(p.li.). 'Reinf-oroing 12 12 1500 '(2) #4 cont. 15 12 1875 (2) #4 cont. - 18 12 2250 (3) #4 cont: 24 12 3000 (3) #4 cont, 30 12 3750 (4) #4 cont. Spread Footings:(fc'=2500 psi)., 'Reinfczr-cing Cep, C nnne= Label Size Thickness Ea_W..ay, Kips ;5 mmn F1 1'-0" Sq. 12 (1) #4 1.5 PB 11.,5 1'-6" Sq, 12 (2) #4 3.375 PB F2 Z-0" Sq. 12 (3) #4 6 PB F2.5 2'-6" Sq. 12 (4) #4 9.375 PB F3 3'-0" Sq. 12 (4) #4 13.5 CB F3.5 3'-6" Sq. 12 (5) #4 1:8.375 CB F4 4'-0" Sq. 12 (5) 14 24 CB F4.5 4'-6" Sq. 12 (6): #4 30.375 CB F5. 51-101. Sq. 12 (7). #4 37.5. CB F5.5 5.'-6" Sq. 12 (5) #:5 45.375 CB F6 6'-0" Sq. 18 (8) #5 54 CB F6.5 6'-6" Sq. 18 (9) #5 63.375 CB Note: Bottom of each footing sha0 be at least 12" below finished`grade or as, per local requlrements. j. w Summit Structural Design 383 Rio Lindo Ave #200, Chico, CA 95926 p. 530.592.4407 www.summitch ico.corn RECEIVED JUN 0-6 2017 TRB AND ASSOCIATES RESPONSE TO PLAN CHECK Proiect: Grilli Residence, 17 Rose Garden Court, Chico, CA 042-020-113 Plan Check Number: B17-0834 TRB+ Plan Check Number: 17.054.114.1 Structural Plan Check Comments: 1) See attached excerpt from Boise Cascade's "Western Specifier Guide" for commonly available laminated veneer lumber beams with Fb = 3100 psi. No change to plan is required. 2) See revised plan sheet SN for corrected CBC Table number. 3) See attached revised truss design T9D for correct drag load. %ROFESSfp� C. J0 BUTTE COUNTY BUILDING DIVISION EXP. 0613 ,g * . APPROVED CIVI OFC REVIEWED FOR CODE COMPLIANCE • oc�,021, , . Jji�0920111 TRB AND ASSOCIATES "+•s„Ic.� 0.L .. .. �. � .. .., -. An Introduciinn to VERSA -1 ANO Prcjducts \IRC�_I ann Qanr scope: This work includes the complete furnishing and installation of all VERSA - LAM° beams as shown on the drawings, herein specified and necessary to com- plete the work. Materials: Douglas Fir -Larch veneers, laminated in a press .with all :grain parallel with the length of the member: Glues used in lamination are phenol formaldehyde and isocyanate exterior -type adhesives which .comply with ASTM D2559. Design: VERSA�LAMA beams shall be sized and detailed to fit the dimensions and loads indicated on the plans. All designs shall be'in accordance with allow- -.able values developed in accordance with ASTM D5456 and listed in the governing code evaluation service's report and When you specify VERSA -LAM® laminated veneer 'headers/beams, you are building quality into your .design. They are excellent .as floor and roof framing -supports or as headers for doors, windows and garage .doors•and columns. Because they have no, camber, VERSA -LAM@ LVL products provide flatter, quieter floors, and consequently, the builder can expect happier customers with significantly fewer call backs. section properties based upon standard engineering principles.'Ver'rfication of design of the VERSA -LAMA beams by complete calculations shall be available Upon request.' Drawings:, Additional drawings showing layout and detail necessary for determining fit and placement in the buildings arejare not) to be provided by the supplier. Fabrication: VERSA-L'AM'ID beams shall be manufactured in aplant evaluated for fabrication by the. governing code evaluation service and urider the supervision of a thled-party Inspection agency listed by the corresponding evaluation service.. Notes 1. Square and rectangular holes are not permitted. 2, Round holes may be drilled or cul with a hole saw anywhere within the shaded area of the beam. 3. The horizontal distance between adjacent holes must be at least two times the size of the larger hole. 4. Do not drill more than three access holes In any four foot long section of beam. 5. Themaximuni round hole diameter permitted is;. Beam Depth Max. Hole'Diameter, 5,1e. 7'/a" 1 9'/4" and greater 2" D,pecificatio ,&, Storage and Ins,tallatio►t: VERSA -LAM'-°' beams, If stored prior to erection, shall be stored on stickers spaced a maximum of 15 ft. apart: Beams shall be stored on a dry, level surface and protected from the weather. They shall be handled with care so they are not damaged. VERSA -LAMA beams are to be Installed In accordance with the plans and Boise Cascade EWP's Installation Guide. Temporary construction loads which cause stresses beyond design limits are not permitted. Erection bracing shall be provided to assure adequate lateral support for the individual beams and the entire. system until the sheathing material has been applied. Codes: VERSA -LAM® beams shall be evaluated by a model code evaluation service. Beams Note 3 '/3 Span !/a Span End Beaune Intermedintc Benrinq 6. These liniitatlons apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are govemed,by the provisions of the Notional Design Speciricatlone1 for Wood Construction, 7. Beams deflect under load. Size holes to provide clearance where required. 8. This hole chards valid for beams supporting uniform load only. For beams supporting concentrated loads or for beams with larger holes.;contact Boise Cascade EWP Engineering. is Depth, :; 1 4z y�r ttk '14�di Osla Depth SII it is c, � i.l r _�/] Depth' .. .. '/3 Span !/a Span End Beaune Intermedintc Benrinq 6. These liniitatlons apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are govemed,by the provisions of the Notional Design Speciricatlone1 for Wood Construction, 7. Beams deflect under load. Size holes to provide clearance where required. 8. This hole chards valid for beams supporting uniform load only. For beams supporting concentrated loads or for beams with larger holes.;contact Boise Cascade EWP Engineering. VERSA- ;LA'M° _Lr 01 M I tYt 30am Details .�lAk.'E ...1�,. ....uw;Mw�.r,�Y�..i�:w MS1.1.kd�+•r..r .'. � >.. _ Bearing Fit concrete/masonry walls •Loaded • • ications 11 Max rdum Unlfortn Side L00,109 Bearing for door or window header, Beam to beam connector, Bearing at column Provide 's/';' Dla. Through Boltill . 2 tows Q .24' o:c eta gored Strap per code If top 'plate _Is 2 rtrxs^ Q 6' ac; ata ered 2'rows.@ 24`'o.c: ata ered moisture battler at support and lateratre'tratht. '36" air space not continuous over header. ti Verify hanger capacity with hangerlRera[ure i1 , 300 pH between i Xu 705 VERSA CAM" 1010 2020 1 .concrete 1920. E column . f 350 and_ J ;A :": 'wood.. 375" s' R i •. r » ; . \ Column cap, drilling for 1685 Ont use boll schedule Trlinmersi 670 1345 permitted standard connector Slope seal cul 1495 Bevel cul.. I " _ Th"'VERSA-CAM' i Basin to concrete/inasonry, walls Beoring framing into wall - rheY. I 1125 Wood top plate must be flush Strapper code if top Sloped seat cut+ '? . �'hjI, + v r/rt` with Inside of wall plate Is not continuous ~ Not to exceed , , + t r a z ", .i.4a.. lienger g er htside lace . of bearing., DO NOT.bevel cid _ VERSA•CAM°beyyond nsideface o wag; ' without.approval'frbm Boise CescaCa.EWP - Engineonng or BC CALC° wfiwaro analysis. Provide adequate lateral support ;, ` Moisture barrier between t 1 : concrete and wood ' Minimum of h' air space between beam and wall pockei or adequate barrier must be VERSA -LAM" beams are intended for interior applications only and should be kept as dry provided between beam and concretehnasonry.as possible during construction. Adequate bearing shall be provided. If not shown on plans, please refer to load tablas in Continuous lateral support of top of beam shall be provided (slue or top benrbng framing). your region's Specifier Guide. ,•, _ _, 1: Design values apply to common bolts that conform to ANSIIASA4E slandord a t B.21-1981 (ASTM A307 Grades A&8, SAE: J429 Grades 1..or 2, or higher). A washer not less than a standard' cul washer shelf bo'between'the wood and the bolt head ared a botween Ute wood and the nut. The distance from the edge of the boam to the bolt holes must be of least 2' for 1h' bolts and 21I," for Ili bolts. Soft holes shall be the same diameter as the boll �se� .'+'W'N;"liMrrseY•.w•a,—. . .r . 'Designing Connections fol - Multiple VERSA-LAM,L" Member When using multiple ply VERSA -LAM" beams to create a wider member, the connection of the plies is as critical as determining the i beam size. When side loaded beams are nal connected properly, the inside plies do not support their share of the load and thus the load -carrying capacity of the full member decreases significantly. The following is an example of how to size and connect a multiple - ply VERSA-LAW1 floor beam. Given: r�enni rdrown below is sulipailing resioe—mial tiara load (40 pnf live load, If) list dead load) and is si ...1li ung ?r' Beam depth hi Ihnvteo to 1.4" 2. The nailschadulas shovm apply to both sidos•of a three member beam. Hangers not shown ;3.. '7' wide berme must6a lopaeaded brlonded from , t i ; for clarity both sides: +��4 Top -Loaded Applications •Loaded • • ications 11 Max rdum Unlfortn Side L00,109 7Nkuniber Ndlled 2 rows 18d 3 rows 46d Q Sinkers ® 12'o.c. 12'o.c q=" DID. Throe h BolI N 's/';' Dla. Through Boltill . 2 tows Q .24' o:c eta gored 2 rows'Q 12' o:c staggered' 2 rtrxs^ Q 6' ac; ata ered 2'rows.@ 24`'o.c: ata ered 2rows Q ..wsSinkers 12" o.c.. este ere1314" `Q 6• oso, VERSA-L'AM" (Depihs,of I'K anless) Deplh 117!8 & less i "2 rows I 6 boxlsliiker nags ® 12" o:q , 300 pH '-3iil 470_ 705 505 1010 2020 '560 1920. 2245. (4)131+° pries 350 —525 375" X755 1515, 420 --840- 1685 Ont use boll schedule 335 670 1345 370 M. 1495 _ Th"'VERSA-CAM' - 20) j use balt'sohedule 856 1715 N/A 1125 '2250.. N/A 1: Design values apply to common bolts that conform to ANSIIASA4E slandord a t B.21-1981 (ASTM A307 Grades A&8, SAE: J429 Grades 1..or 2, or higher). A washer not less than a standard' cul washer shelf bo'between'the wood and the bolt head ared a botween Ute wood and the nut. The distance from the edge of the boam to the bolt holes must be of least 2' for 1h' bolts and 21I," for Ili bolts. Soft holes shall be the same diameter as the boll �se� .'+'W'N;"liMrrseY•.w•a,—. . .r . 'Designing Connections fol - Multiple VERSA-LAM,L" Member When using multiple ply VERSA -LAM" beams to create a wider member, the connection of the plies is as critical as determining the i beam size. When side loaded beams are nal connected properly, the inside plies do not support their share of the load and thus the load -carrying capacity of the full member decreases significantly. The following is an example of how to size and connect a multiple - ply VERSA-LAW1 floor beam. Given: r�enni rdrown below is sulipailing resioe—mial tiara load (40 pnf live load, If) list dead load) and is si ...1li ung ?r' Beam depth hi Ihnvteo to 1.4" 2. The nailschadulas shovm apply to both sidos•of a three member beam. Hangers not shown ;3.. '7' wide berme must6a lopaeaded brlonded from , t i ; for clarity both sides: +��4 Top -Loaded Applications For top -loaded beams and beams with Side -loads. less Dian those,shown:r Piles - . Depth. _ Naliing" ; 'Maximum Uniform Load From One -Side (2)1314" Ores Dep011Via' &less 2 mm,iOdbox/slnker hags @ 12 o,Q. . 400 pff Depth 14` • 18" 3 rows 16d bo4slnker nails @ 12' o.c: -- W '660 calf (3) 131a" plies P Deplh 117!8 & less i "2 rows I 6 boxlsliiker nags ® 12" o:q , 300 pH Depth 14" -18"' 3 rows 164 box/sinker halls @ 12 oaf. 45Up If. ' (4)131+° pries Depth 18°'& fess' 2 rows Uz° bolts Q 24y o: ,, staggered 33$: calf (201h', plies Depth 18" & less 2 rows (!z' bolls.@ 24" o c ; sl�gered _1 855 pff Depth 20" - 24° " 3'rows lk" bolts '@ 24 o c:; staggered every 8"- 1285 plf . 1. Beams rider Ilion T must be designed by the engineer of 4. An.equlvalonl spocinc gmjly of 0Z may be used when record. designing specific connecdona Willi VERSA•LAM4 . -2. A4values In these tables nruy be Increased by 15%fw srv*foad .5. Connection values am basad uponiho 2005 NOS more and by 25% for nmsnrnilead ionlswhere the building coda•l;. FaahnMAstarTruasLok,6impaon5hong•TIeSDWor'SOS; allows.IOYe' and U8P'WS screws mayalso be gsedto connect snuttfpla, 3. Use allowable load tables or BC CALCImAwaie to site member VE4$A•LA40 boams, eonfaciSolse Cascade EWP Engloecrinpfor further lnformadad,r cr : . u,rar.tr v.r ,i.r..:.. ir'.,s.rltin„•; -' - - - 'Find :A rnultiple `llb” ply VERSA-LAM"{hal is adequate to support the design loads and the rrromber'e; proper ronliection schedule. 1, Calculate the tributary width that beam is. supporting; 14'1"1 o18'/2='16'. 2. Use PLF tables on pages 28-30 of WSG or BC CALCI to -size beam. A Triple VERSAA ArvN< 2.0 2809 1"1+" x,4- ir; found to adequately support the design loncis. 3. Calculate the maximum plf load from one aide (U1e right.slde imthis case). , • Max, .Side Load = (18' l7) x (40 + 10 pst) -4;;n pif 4. Go to the Multiple Member Connection Table, Side -Loaded Applications, 1'G" VERSA -LAMS-, 3 members 5. The properconnection schedule must have a capacity greater than the max. side load: - ` • Nailed: 3 ivws I I'd sinkers @- 12" u.c.: 525 pir is greatiir titin a50 calf tat: .Dolts: lh". diameter 2 rows @ 12' �,;Viggerew • a 7.55 calf b: greauar than 4'iU call' lar•' . 7.7 VERSA' LAM19-Floor Load Tables ' -RSA-LAM° 2.0 2800 anal 2."-Q- . '3100 (100% Load Duration) UE --._....._...._.....___._......_ Top Figure 'Allowable Total Load [pIQ KEY,TO TABLE Middle Figure Allowable Live Load [pit]- I Boltorn FigLres Minimum Required Bearing Length at End ! Intermediate Supports [inches] Span 1`1411" VERSA-LAM°2,0.2800x" 3%"'VERSA•LAM_°2.03100 5'A" VERSA-LAM`'2 03100 7" VERSA. AM" 2.0 3300 (ft] 7%" 9h' 11 W. 14' 16'o' 18-1 7% j 9%a` �1t'/.', m IV ie°. 18' 11'6" 14" 1G 16' 20' 11%- lt- ; support material, tnaywarranlIon get hearing lengths. Table •� _ .9f 16' 18' 20' Ta^ DC CALL! software If the length of.any span Is less than half' 763 1063 1425' 1790 '.2194 2817 .1526 1127 2850 ('3591 14388' 5234' 3190 c 4275 5387 6583 7851 7848 $700 7183 8777 1468 TO -0 10451 of this table by analyzing aspecific application with the OC support and continuously along the compression edge of the. 1525 I 1.8/4.4 2.4/81 33/.834.1 /1031 5 /17.6'7 6/15 1:8/4A,2.4/6,1jU/8.2ILI 10';'12:8,1 BJ15, 24/6113,3/8.241/16.3:5/126 6/15 6/IS 3.3/8.24.1 t0:3i5/12.6 6/15 6/IS 6/15. 614 877 .1161 1445 '.'.1742 3 2074 .'1229 9 1754' 7':2322:'1 2889 ,I=3284 4147` :2632.'. 34833483 4334 ;'5220' 6221. 6123 4644. 5778, 6961 8295 894 8957 7 480 • ' _ i 960 l -, ! -_ ! 1.6/4.1 54/59 3.1/7.513.9/9.7,:1/11.76:6/13.91.8/4.1}7.4/59;31/7.8?3.9/8.7 0.1/11.T65/13.9Z4/S.91.1/18 3:9/9,74.)/11.75.6/13.9 6/15- 3,1/7.8 3,019.74.T/41.76.G/13.9 6/15 6/15 470 746 979 11208 1 1444 4 1702 939 1493 s 1958 2416 ZABT 324 2239 1 '2938 3624 4331 5306 5879 ,3917 4832 5775 6808 ' 7839 7832 8 322 724 2171 1,5/3,6 2.3/57 3/75 3,7/9:3,4:4/1$1 5,2/13 1.5/16,2.3/5.71:3/7.5 137/9344/11.1 53/13 23/5.7, 3%7.5, 3.7/9.34.4/11.1t52/.13�6/15 3/75 .3.T/9.34:4/tl.115:2/13, 6/15 6/15' _ 336 618, 846 1 1038 .1232 1 .1443 671 i 1237 1-1693 2076 j 2465 1 2880 ' 1855'.; 2539 3113 " ,3697 4328 5011 3386 4151 1.4930 1 $771 i 0654 6957 9 226 508 - .. i f i = • 45I ".1016. , ' ...:1526 [' _ _ 1S/3 2:1/53 28/13136/8.943/lD.615/424 1.5/3 .)1115.3 29/7336'/&94:3/10 4 12: 5511,-02.9/73 96/8.9-0.3/10.6./12.4 5.8/1-1.4 GJ 152 244 500 745 909 1075 1 1257 481 ' 1491 1819 I150. -25D4 1500 2236 2728 3225 3758 " 4326 2991 3638 1 4299 5008 , 5768 _ 6257 10 �1G5 310 724 l _1000 329 741 '! 1407 { -]til 1 2171 1 2894 15/3 1.9/4.829/Ta115/8374.1/10.3-08/12 ].5/3 l9/4829/7,13.5/874.1/10;34,8/12 4.1710.3'4:8/125.5/13.829/7,13.5/8.74.1/10.3.4.8/125.5/13.86/15_ 182 412 630 1 809 953 ,1 1105 360 825 J, 1260 1618 1906 2211 1237 1890 2428 2858 3316 3803 2520 3237 3811 4422 5!171 5684 Al 124 218 544 - ° _.{ 247 557' 1087 _ 835 1631 -. 27/6.1 2115 - 1,5/3 17/4.4 27/6.7;3.4/&5 4/1014.7/11.7 LS j3 !Ll'/4,4.27/67i34/is 4/10.114,7/11.717/4,4 34/8.54/10.1 43(IL76.4/13A2.7/6,7 3A/ 8.514/ 10.14.7/ 11.75.4/ 13.4 6/15 140 317 528 721 856 , 989 278 635 1057 jj 1444 37117 11 952 i .1585 2167 2567 2968 3393 271-0 2889 3422 3958 4524 5207 12 95 214 419 686 y 197 429E j 837 I 1372 643 1256 2058 1675 2745 ' I` _. 1,513 1S/3.7,2,4/8.1 3:3/833.9%99,14.0/11,4 iS/3 ,1.5/3.7124/6.1 j33/&379/9:996/1141;5/37Y2.4/6.1 33/8,313.9/994:6/.11.452/13 2x1/6.1.33/9313.9/9,946/11.415.2/13 G/15' 109 249 449 614' r 776 ' '895 218 ' 497 899 :1 41229 1 1552 ' 1791 746 ' 1348 1843 ,2328• -2686" 3062 .1798 2458 3104 • 3581 m M4033 4803 13 T5 169 379 540 150 331 _{ 059 f+f+ 1079 ,„i 5011 3 988 • 1619 _• - _1317 2159 LS/3 1.5/31.23/56 3.7 /1.7 139/8.717.5/112 1S/3 i /]a ,23/58'131/7.7 ,39 %9.745/11315/31123/5.6 3t/77'39/074:5/,1125,1/12.72,3/5.6 341/7.713,9/9.74S711.25 -i/12.7 6/15 97 198 387 629 f 682 817 174 1 396 774 ; 1058 ,,1363 1635 585 1 1160 '1587 2457. 2769 1547 2116 2726 3270 ` 3719 4457 14 -66 - 175 264 ]432-7'i -._e4_5_- i '12D i 210 r 521 864 1290 E _2045 405 1 791 1290; 1935 :._. v 1055 1178 2560 '- - 1.5/3 'IS/3 2:1/52 7.9771 ]3:1/92'/.4/11I" -j S/3.(21/5,7 29J71�3.T/93 4A./11 X1:5/3^2.1/5.1 29/7,1.,3.7%9.2 44/115/12.5 2.1/521,4/ 7.1 13.7/9.2.4A/11 S/12,5 6/15 70, tGo 316 46D 693 j 741 140 311 ? 632 920 1189 1483 481 949 1380 1778 2224 2561 1265 1840 1 2371 ; 2965 1 3415 4157 15 49 1.10 214 351 t 924 f 98 I 220 ." 429 i 703 !764f- [ 329 v' 643 r 1054 1573 858 ]405 .2098 - _,.... 1S/318/48;2.7/&7`34/8,6'4.3/107 .�.. _ 1.5/3 _ .. .... w- ' L5/3 119/4,612.7/6.1,14/86.,45/10.7 ._ .......... 9.5/311:8/4:6121/6,7 3.4/864:3/1074.9/1231.8/4.6 _ . , ... ._,.... - 2.7/6.7:3.4/6.64.3/10.74.9/12.36/15 51 131 760 1 403 , 520 657 114 ZB3 7 519 607 1140 1301 4 77 1210, - fi 1 52 2 67 39 915 0 9 3 10 1 14 i 0 2 D2 1 4 39 6 2 80 6 3 56 360 1 I6 40 90 177 289 C 632 eis 80 181 1 353 579 i 864 ] 1230_ 271 r 530 058 1296 1846 .707 f158 j 1728 7461 LS/3 '. LS/3 I,6/d 12.5/6.2133/8 1.4/10 51/3+11.5/3 , 19/4 ;15/67, 32/8 l 4/10 1:5/3 1.6/4 ,2.5/6:2.32/$ 4/10 4,9/12.21.6/4 2.5/62!3.2/8 4/10 '4,9/72.2 6/15 - 109' 215- ff 356 1460 1 575 94 218 431 I 711 920 1,1151 327 647 1067 1380 1726 '2109 862 1423 1940 2307 2812 36584 17 T5 147 1 221 360 fi13 67 151 295 j 483 1, 120 ` 10217 228 447 TZ4 1081 1539 589 965 { a441 2052 1.6'/3 L6/3.6 111111 7.9/5.91 3JL6713.8J9A '.LS/3 LS/3'tlS/3.Bj23/5.9, 1/79 (30/9.4 1.6/3•,15/36>T3/5.9, 3/7.0 3.8/9.4 4.6/115 L5/3.0 2.716.9! 3/7.6 -3.8 / 9.4 4A / I i. 5 6!15 91 181 299 409 512 18 IB2 362 I 597 [ 819 1 1025 273 1. 642 896 1' 1228 1937 1878 723 .1195 , 1G38 2049 250-1 3408 , 16 64 124 j 203 i 303 432 56 127 ' 248 1. 407 607 1 864 181 _372 610' 910 1296 '1779 496 813 1214 1728 2371 1.5/3 1.5/ 32,27/51 j2.9/71;3.0/8,9 1.5/3 1.5 J7 �L5/3.212.1/5.2 29%1113,6(8.9 IS/311.5/3.2 2.1/5.2-2.9/1.1 3.6/8.9Zii`119 1.5 j'33! 2.1/5,2 2.9/7,7 3.6/8.9 4. 77 -153 253 •` 367 459 66 i 153 300 !'506 ,1 733" ' '916 230 459 759 1100 1377 1683 612 1012 -1407 .1836 i 2244 31'14 19 54 105 71T3 158 38148 _/3 108, 1 211 .1 346 j, 518 735 182 1 316 519 774 1102 w 1512 422 491 1032 1470 2016 - L5/3..L5/31,9/47[27/68!L4/LS Li f 1.5/3" 15/3 L9/4.Tj27/8,8 34/8:5 15/3 15/3 1.41/4.7 2,7/6,B 3418,541/10:3 1.5/3 19/4.7 2.7/6.8 3.4/8.51.1/!035.8/146 65 130 216 - 325 ( 413 55 130' 281 1 432 649 [ •827 196 '391' 648 974. 1240 1516 521 864 1299 1654 ; 2022 2860 20 46 _ 90 r 148 i 221 315 �I.S/3, LS/3 d 7/4.2 ,2.5/0,3.133/8 41 LS/3 1 93 i 181 1 296 t1442 15 /1 /3.; 1.5/3 1.7/4.22S6.3 ` 630 32/8. 139 1 211 445 684 945 1296 15/3 ,1,519 'l.)/92!2.576:3 31/8 3.9/9.8 362.'- 693 885 1260 1728 7:5/3 .1.7/4.2 2.5/6.3 32/8 '3.9/995.5/ 13.4 97 .161 ! 242 1 340 98 , 193 i 321 ; 484 881 ' 144 290 482 726 1021 1248 .386 643 969 1301 .10052356 22 ~w68 til i 168 237 �15/35�7.1%63,T.9/L3 _. 70 1 ]36 {^ 223 332. 473 1lN 2114 .337 499 -710 974 ' 272 045 885 841 1299 2244 - ' ;lS/3 15/8 i IS/3 ;L6/9521/62;29/Z3 15(3? 1.5/.3.1.5(3:5 41/5.2;2.9/7,3 3.6/8.9 1.5/3 -1.513.5 2.1/62 2.9/7,3.3.0/8,9 5/12.0 73 1 , .185 1 265 72 , 146 2_45 370, 531 ' '108 220 367 555 796 '1045 293 489 739 1061 1 1393 '1973 24 _122 52 i 86 , 128 IBT 54 ! 105 1 172 256• 365 -90 157 257 381 547 750 209 •3a1 512 729 1000 1728 _ 1.5/3 1.5/3 11.8/4.4+25%63 +�„• 111 1.5%3 ! 1SJ315/3 1.5/3 'L8/4.4 7,5/6,3 33/82 1.5/3 1.6/3 1:814.4 2.516.3;33/8.24.6711,5 56 1 85 t 144 ! 201 t 65 113 1 ,100 288 414 02 169 285 431 821 858 228• 380 575 826 ' 1144 1075 26 41 :. 67 j.. 101.1 143 42 1 82 •135 201 1 287 63 ! .124' 202 •'302 590 165- 270 403 574 i .781 1359 1.5/3:' 1.5/3 ,1:5/3 �L5/.3,71T1/G.3' _ .430 �1,5/9s_1S/3• .15/3-.,1.5/3.7 2.1/53.2.9/7.3 IS/3 1.5/3 ,1.5/3:7.2.1/5.3'2.9/T34,3/IU.G 28 ti I6. 1 114 184 54 l 8l 1�t15 J 88 j_ 149 ;227 728 66 108 161 230 63 ; 132 224 341 492 682 61 99 247 t 344 472 176 299 455 t G5G j 909 14387 132 216 3'!2 459 630 toes .162 1.5/3 j15/32 18/4,8 1.513-1 7.5/3 i1.5/3.1..1,8/4b 1:6/3 ..i 1.5/3 15/3 1.5/3.2;1:814.6 25/6.3 1.5/3 1.5/3 1.5/32 1.8/4.6.2.5/6.3 4/9.9 60 (, 91 132 70 1S ! 182 I,2G4 105 179 273 396 549 .139 239 365 528 732 1247 30 4d 66 83 i 54 88 131, 187 - 80 .132 197 280 384 1 107 176 262 373 , 512 885 1.6/4 ! 4 1.5/3 ] 1.5/3 ,`,1.5/3 1.6/4 .1 1,513 1.5/3 1.5/9 • 1.6/4 2.715.5 1 1.5/3 LS/3 L1J3 1.614 "22/S.5 3.719.2 (1) For 2-ply,3-plyor4•plybeams; doubte;triple arquadruple Allowabia Total Load and Allowable Live Load values,. Minhnum Requlred Bearing Lengths remain the some for any numberof pilos. (2) 1;41nch members deeper than 14 Inches arc to be used as multiple•momber beams only. - Total Load values are limited by shear, moment orde(lectloh equal to L/240: Total Load values are the capacity of the beam in addition to Its own weight. • Live Load values are limited bydelfection equal toL/360. - Table values I.or Minimum Required Bearing Lengths Check the local building code forolhoedollectfon limits that are based or) Ilia allowable compression design value may apply. .WhereaLive Load value Isnotshown,theTotal porpendiculartograin forthebeam and thoTotalLoot] value Load value will control. ' shown. Otherdoslgn considerations, such as a weaker • Table values represent the most restrictive of simple or support material, tnaywarranlIon get hearing lengths. Table multiplospohapplicatlons. Span ismeasuredeenterto values assume that support Is provided across thnfull widot center of the supports.-Analyzemultiple span beams Mill the of the beam. DC CALL! software If the length of.any span Is less than half' This tablo was dosignad to apply to a broad ionge of the length of an adjacent Spoil; applications. Itmay be passible to exceed the limitations • Table values assume that laWral support 15 provided at each of this table by analyzing aspecific application with the OC support and continuously along the compression edge of the. CALL Wtwore. VERSA-L'AM°Allowable Nailin and Design Values `•...oki+^�rt i«�n? «w.. w: ;W. ` * _ ... . •7-n.. V>rr,�cr"s.r: •,. , s .. '�tra,«, . a^ . �i .:npre`.. 'n,'x _Tr•..Y -• 3„5 'Closest Allowable Nail' Spacing 'Nailing Parallel to Glue Lines HI&III 11 IN w ; w w w • • • Simpson Strong -Tie A35 and LPT4 connectors maybe atiached toile side VERSA-LAMB/VERSA-RIMO.•Use nails as specified by Simpson Strong -Tie. VERS�-LAJM ° DesignValues,....;: , Nailing. 'Nailing Parallel to Glue Lines,(NarroW;Face)l')..y Per endicular P , r : to Glue Lines m - (Wide Face) Nail Size Allowable. Shear Ib VERSA LAM4 -- VERSA RIW 1 41800 Rlmboa rd, VERSA LAW[ VERSA -LAMB 9'/. 16.6' _ 265_44_ &.2"leP 3110 & Wider All Products 01C. End O C..,>?._ rEnd O.C. End. O.C. End - 1:7 O.C. End (inches) ': (inches),. (inchesI ['[riches] ..[Indies] : [inches) [inches) finches] [Inches] finches) 8,d Box - 3' 1i_4 3 _' 1'7:!: 2 1 2 �2 _ ' 3.6 2636 4404 98 9 - -• 8d Common. 4 I 3 3. 2." :. 3' : 2 2 21280 _58069 74728 iOd&12dBox 4' 2'+ '`3<; a"' ,2 .-�- 2 1 _----:___ 2 1� 64B 4 1 3 3» 2. . 3': 2 _ __ 2 1 _ 2 1 10d & 12d Common.. 6 4 4 3^_.- � 4 .3, 2 - � 2 ----' - 2..___ _ 2 _ 10d Sinker 6 4 4` '3 4. '3• 2 2 2 2' 1Common 6d G l A 8 4.. $ 3 2 i 2 2 2 (Narrow Face). Mft. Nailing Perpendicular to Glue Lines (Wide Face) Nailing Notes .') For 13/." thickness and greater, 2 rows of nails (such as for a motol slmp) nro allowed (use h" minimum ofFsot between rows arlu • Offset and stagger nail rows from floor sheathing.and wall sole plate. stagger nails). • Simpson Strong -Tie A35 and LPT4 connectors maybe atiached toile side VERSA-LAMB/VERSA-RIMO.•Use nails as specified by Simpson Strong -Tie. VERS�-LAJM ° DesignValues,....;: , Grade[In).;. Width Allowable Allowable 'Moment aDeptli 'Wei 'ht Shear Motinent' of inertia. ,.(In] [Ib/t] . Ifi "it -1b r In° i rGratle Width in Depth (fn] lelght (ib/f t) Allowable. Shear Ib Allowable Moment ft -Ib Moment of Inertia [.in'] 3'/: 113998 • 702 `' 05.4: 9'/. 16.6' 12303 265_44_ 461:7 5'/: 2.1_ i 1568 1649 20:8 - 9% 17.1 - 12635 27916 500.1_..__. 1:7 7'/, _ 2.8 .2066, , 2779 47.6 11'/, 117/0 _______- 14 20:2 1 ___....____.._.__.._.__iI__....___ 21.4 _ _ 25:2 14963 15794 18620 384191 42550 830.6__ 4444 -- 976 8 _._._ -- 1600.7 2400 1 %:' 3t00 7 _ ' 3.6 2636 4404 98 9 - -• ..� 11'/. 4,3 3206 6374 .. - .178.0 ` 1829 2245 24 3 , �3 16 28:8 i 21280 _58069 74728 72389.3 7'/4 3. I 2411 3783 r' ; " 18 -32.4--L-2394pmT 93348 -3402 0 9'/, 4:2 t' 3076 5994 , -1'15 4• • 20 36,0 1 I 43.2 26600 31920 1 - 1139_04- _1G0732 4666.7 -8064.0 4 3 -_ 39596304 r I '125 0'1/': 2800• ^ ', ir►' t 1% "141/4 -`. 5.1•` 3741• 8675,. :`,20.7 6 VERSA LAW " 1 4 1800 (Rlmboard ✓ Stair stringers) 161ts _24 9% 3.2 1870 3039 93.8 "11Ma ' ,_ 5'3. ; 3948 960fl i;':2441- 11'/0 14 16 �� -- 18 20 4.0 I 4.7 5.4 _ 6.1 6,7 2338 275_6 3150 - 354h _ 3938 ( 4632 _._ 6322 8136 10 i 63 __4444.-444.4__ ...__._.__._..-_... 12401 _ 183.1 _ __.__._.._._..__. 300_1 448.0 637.9 875.0 14 6 3'; 4655 13112 400 2 ' 16 7 2 _ 5320 1'6874 t .K 697 3 --� --- . X18..2]:079 ' 850`5 5/z 3.7 2743 3368 , 36:4, ..2.0 2800 _ 7'/._ 4,9 3616• 5675 x,63'.4. 6,2 4613 8991 _ 173:1 Design Properly VERSA;IAM" Seams VERSA -LAM" Columns VERSA- 'STUD'S Rlmboard I StairStringers 9 e_r_s_ 9/z 6.4 4738 9455 :187:6: 7i%" & 2t, 3W & Wider 2% •__ 11'/, I 7.6 5611 13013 '3111.5, _ Grade 2 0 2800 2.0 3100 1.7 2650 17 2400 1 4 1x300. 11% 8 0 .5923. 14412 366 3 -- _ - A�14 9 4' ' 6983 1,9669 600 3 • Modulus 'of Elasticity - E(x 10° psl)t+l - 2t0. 2 0 1.7 1.7 1.4 - 2.0 3100 - _._ 16 10.81; 7980 25311 896 0 t; , en nsl Fy(psi)n�'i 2800 3100' 2650 ........._....__ 2400 ..._..._. _ 1800 18 12.1. x8978'• 31618 •;1275 8 3'/z 5% 49 3658': 4971 .. 48 5 � -,H9rizpn181 Stlear Fv (Pyi?"' 285; ' ` 285 285 285 225 77/. 6.5_ 4821 8377 111 1 8.3 6151 x . 13272 230 8 44.4.4__. 8 9'/: .5 6318 13958 " " 2501 Tension Parallel to l 5t Grain Fi (psi) e ;Compression Parallel, lo'GralnfCl (Psi) Compression Perpendicular to Grain F01, (psi)(2l --`___-�_ Equivalent Specific ;'GraNtyforFastener Design (SG) 1950 3000 - 750 �_ 44__4_4_ 0.5 1950 3000 '150 �_ ___ _---..____.__.__..... 0.5 1500 3000 750 0.5 ' 1 500 3000 750 __._._ __.. 0.5 1100 2500 525 _---........__._._.. 0.5 1.11/4 10.1 7481 19210 415 3 11%10:7 7897 21.275 4884.. 14 12:6 9310 29035 800 3 4'16 _ 4 M, 14.4 10640.. 37364 .:1194:7. r 16.2 1:1970* - 4_6674 x.1701:0 13300 56952 _+^2333,3+ 5237.' 6830' 63:3-: 5:,,. � .,7 ,4,,4 5486 _7457 72.8- 1; ,This value cannot be adjusted for load duration. 7/4: t .. 9 8.:1 7232_ ._12566 , X166 7 .,2: 'This value is based upon a'load duration of 100% and may be adjusted for other load 9% '12.5 9227, . 19908_346.3 ` durations. 2•� 3100 19% 12.8 947.6 20937 _ 375,1 . 3. Fitter stress bending value shall be multiplied by the depth factor, (12/d)'re where d = member depth (In]. , 11 Y. 15:2 11222 28814 622:9 4. Stress applied perpendicular to lhe.gluelines, i 5� 11% 16.0 11845, 31913 .' 732.6 5. Tension value shall be multiplied by.a length factor, (4tQ118 where L = member length 14 18.9 13965 43552. T200.5 , (fi)• Use L =4 for members less than four reel long. 1616 21.6- ; . 15960 56046 ,1792.0 -6. Stress applied parallel to the gluetines. 18. 24.3 179.5570011% 2551,5 Design properties are limited to tlry conditions of use where the maximum moisture 19950` >85428 3500_0: content of the atwill not exceed 16%. .. :24: X32.4 ��23940.:'.120549° �604B.F. BUILDING CODE EVALUATION REPORT: ICC.E$R 1040 p':..„•. t^.. ... jz:elt7 . !ftin�•.a« ^. ..:n:..71. ,7...- . t\:iia .f Y)m'> , Job • Truss -. Truss Type Qty Ply Grilli residence _ • - w 13.3-10 17.4-5 21-G-3 25-8A ' K3252222 171196 '• ` T9D " PIGGYBACK BASE GIRDE 1 q • .4x8 = 4x4 = - Scale = 1:76.0 • { - 6.00 12 - J Job Reference (optional) ' meeks lumber, a redding, SPACING•2-0-0 8.030 s Jan 23 2017 Mi Tek Industries, Inc. I us May 3U 13:25:15 2011 rage 1 } PLATES GRIP ID:OoLxOTBpftQclvS7?axwtEzmUds-GBF2gGyX6iKjmK00jaJCHed66WndwPKABkgMELzBIRo Plate Grip DOL . 1.15 8.7-13 13.3-10 17.4-5 21-G-3 25-8A • ,,�-. 4-0-0 4-7-13 } 4-7-13 40-11 4-1-13 4-1-13 BC 0.75 ` y �` • .4x8 = 4x4 = - Scale = 1:76.0 • { - 6.00 12 - M18SHS 220/195 ' BCDL 10.0 5 20 8 21 . 7 Weight: 803 Ib ' FT = 20% a LUMBER- ,. BRACING- TOP CHORD 2X4 DF No.1&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 5-7-14 oc purlins, • BOT CHORD 1-1/2" x 7-1/4" VERSA -LAM® 2.0 2800 OF *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 4x4" - 7: 4x8 i "^ SLIDER Left 2x4 DF No.1&Btr-G 4-1-11 'tVlr r FOO, CODE, CO�'' " "�� REACTIONS. (lb/size). 1=9522/0-5-8.9=8254/0-5-8 r Max Horz 1=300(LC 80) '� - o 9 4 - { Max Grav 1=10358(LC 22), 9=8673(LC, 21) 7� 5x8 forces (lb) w ))1123/1074, pp �f' a �� *• • :Y•' .. .. . 156=-4330/1579, 6-7=-4704/1197, 7-8=-3604/1234, 8-9=-7581/2445 BOT CHORD •' 1-14=-7769/18920,13-14=-8483/21332,12-13=2058/571l, 11-12=4355/4737, P2 t 10-11=-1162/3238, 9-10=-721/710 ' ' f 4x4 It 19 r .5-12=-1059/3848.5-11=-2243/1166, 6-11=38311830,7-11=1432/3036,7-10=3576/1651, - • 8-10=-2163/6680 ' 8 NOTES- t 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows' + 3 _Top chords connected as follows: 2x6 - 2 rows staggered at 0.9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 1 1/2 x 7 1/4 - 4 rows staggered at D-4-0 oc. - ' Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in•the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 '. e ' •t� 4) TCLL: ASCE 7-10; Pf=20.0 psf (Sat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 , 5) Unbalanced snow loads have been considered for this design. y •' 6) Provide adequate drainage to prevent water ponding. ` 7) All plates are MT20 plates unless otherwise indicated. , 3.00 12 .. will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10),A plate rating reduction of 20% has been applied for the green lumber members. MaY 30,2017, • d ,� ' 8x18 M18SHS s r t •' r L 4X12 2 V 23 24 25 ,26 27 28 29 30 31 32 s - 33 34 " x 1 - 14 13 12 11 10 935 - - 5xl2MT20HS II 12x12 =LUS24., ,4x6,= 4x8 = •8x8 = 5x8 II ' .• ' - 12x12 II - ' LUS26 LUS26 LUS24 LUS24 LUS24 LUS26 LUS26 LUS26 LUS26 LUS26 LUS26 LUS26 , • T 4-0-0 I &73 13-3.10 17-0-5 2 25 7-13 4-11 5 -0 4- 4-713 11 I ' Plate Offsets (X.Y)- 14:0-3-5,0-1-81.15:0-5-4.D-2-01.18:Edge.0-1-121,[9:Edge.O-3.8),[10:0-3-8.0-4-0J [13:0-6-0.0-6-81.[14:0-6-0.0-1-01 LOADING (psf) TCLL 20.0 SPACING•2-0-0 CSI. • DEFL. in (loc) Udeft Ud • PLATES GRIP (Roof Snow=20.0) Plate Grip DOL . 1.15 TC 0.80 Vert(LL) 0.25 13-14 >999 240 , MT20 174/154 TCDL 10.0 Lumber DOL , 1.15 - BC 0.75 Vert(CT) .461 13-14. >500 180 MT20HS 155/133 BCLL 0.0 ' Rep Stress Incr NO WB 0.83 Horz(CT) 0.06 9 n/a n/a M18SHS 220/195 ' BCDL 10.0 Code IBC2015/rP12014 Matrix -MS 7 Weight: 803 Ib ' FT = 20% a LUMBER- ,. BRACING- TOP CHORD 2X4 DF No.1&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 5-7-14 oc purlins, 1-2: 2X6 OF No.1 G . except end verticals. BOT CHORD 1-1/2" x 7-1/4" VERSA -LAM® 2.0 2800 OF *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: ' 9-13: 2X8 OF No.2 G r 6-0-0 oc bracing: 9-10. WEBS 2X4 OF No.1 &Btr G *Except* 3-14: 2X6 OF No.1 G "^ SLIDER Left 2x4 DF No.1&Btr-G 4-1-11 'tVlr r FOO, CODE, CO�'' " "�� REACTIONS. (lb/size). 1=9522/0-5-8.9=8254/0-5-8 r Max Horz 1=300(LC 80) '� o 9 Max Uplift 1=-3953(LC 29), 9-2563(1_C 36) 1 ",,UN - { Max Grav 1=10358(LC 22), 9=8673(LC, 21) forces (lb) w ))1123/1074, pp �f' a �� TOP CHORD. 1^2X- 967017773, 2-14=n. 1576/2755ll 52 3-4=-889/836. 4-5- 5744/2330,�� f TRB pfd® ASSC)�� 156=-4330/1579, 6-7=-4704/1197, 7-8=-3604/1234, 8-9=-7581/2445 BOT CHORD •' 1-14=-7769/18920,13-14=-8483/21332,12-13=2058/571l, 11-12=4355/4737, t 10-11=-1162/3238, 9-10=-721/710 ' WEBS 2-4=-11823/4807,2-13=-1584416042,4-13=2800/8548,4-12=2016/975, , r .5-12=-1059/3848.5-11=-2243/1166, 6-11=38311830,7-11=1432/3036,7-10=3576/1651, - • 8-10=-2163/6680 ' NOTES- t 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows' + _Top chords connected as follows: 2x6 - 2 rows staggered at 0.9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 1 1/2 x 7 1/4 - 4 rows staggered at D-4-0 oc. - ' Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in•the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=20.0 psf (Sat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 , 5) Unbalanced snow loads have been considered for this design. y •' 6) Provide adequate drainage to prevent water ponding. ` 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. ' 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10),A plate rating reduction of 20% has been applied for the green lumber members. MaY 30,2017, ®WARNING - Verity design parameuers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10703/20/5 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 + MiTek• 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 busses and truss systems, see ANSI/TPI1 Quality Criteria, DSB49 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, 6ulle 312, Alexandria, VA 22314. - - - Corona, CA 92880 4 Job Truss Truss Type Oty Ply Grilli residence K3252222 171196 T9D PIGGYBACK BASE GIRDE 1 q J job Reference (optional) meeks lumber, redding 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue May 30 13:25:15 2017 Page 2 ID:OoLxOTBpftOclvS??axwtEzmUds-GBF2gGyX6iKjm K00jaJCHed66wndwPKABkgMELzB IRo NOTES - 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3953 Ib uplift at joint 1 and 2563 Ib uplift at joint 9. 12) This truss has been designed for a total drag load of 4000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-8-0, 0-0-0 to 25-8-0 for 77.9 plf. 13) Use Simpson Strong -Tie LUS26 (4-1 Od Girder, 3-10d Truss) or equivalent spaced at 2-0-0 oc max. starling at 0-11-12 from the left end to 2-11-12 to connect truss(es) to back face of bottom chord. 14) Use Simpson Strong -Tie LUS24 (4-SD9112 Girder, 2-SD9212 Truss, Single Ply Girder) or equivalent spaced at 2-0.0 oc max, starling at 4-11-12 from the left end to 10-11-12 to connect truss(es) to back face of bottom chord. 15) Use Simpson Strong -Tie LUS26 (4-SO9112 Girder, 4-SD9212 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 12-11-12 from the left end to 24-11-12 to connect truss(es) to back face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3837 Ib down and 793 Ib up at 4-2-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 3-5=60, 5-6=60, 6-8=60, 9-15=-20 Concentrated Loads (lb) Vert: 14=-3400(F)11=-1057(8)17=-822(B)23=-821(B)24=821(B)25=-821(B)26=-821(B)27=-821(B)29=-1057(B)30=-1057(B)32=-1057(8)33=-1057(8) 34=-1057(B)35=-1062(8) FOR CODE COMPLIANCE E JUN 0 9 4.0 TRB AND ASSOCIATES ® WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFEREIICE PAGE 11,111.7473 rev. 101031201S BEFORE USE. Design valid for use only with MiTek® connectors. This design is based anly upon parameters shown, and Is for an individual bullding component, not a truss system. Before use, the building designer must verity 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 orly. Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the � V f fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality Criteria, OSB -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92850 i ®� Summit Structural Design 383 Rio Lindo Ave., Suite 200, Chico, CA 95926 530.592.4407 www.summitchico.com May 3, 2017 RE: Grilli Residence, Lot 5 Sanford Manor Subdivision, Chico, CA To Whom It May Concern: I have reviewed the truss calculations by Meeks Lumber dated 04/28/17 and have found that the trusses appear to be designed in accordance with the general design concept of the structural documents. The specific design shall remain the responsibility of the engineer who has sealed the calculations. Sincerely, Andy Johnson, P.E. ai!1 Y �I ; c i l ? ; Q?,oF ESSI C. Jp yoF,yc� LU exP: �i3orz to sr Civ a�P q OFC 05103� BUTTE COUNTY I --- BUILDING DIVISION -. APPROVED. _ t` �A lam' +� ,,4 rl • r .. ,,Y• ,. .. ( r - •' ;' '� ..- .. r ••! OM1•', ; .. �_ - .. . t M - TE COUNTY+ ,. 'DIVISION A 1045 Twin BUILDING View Blvd. 4 d : g, CA 96003 :,Redding, . APPROVED , , (530) 244.-6335 REVIEWED , •(530) 244-1890 fax- FOR CODE COMPLIANCE JUN 0 9 2017 " . TRUSS ENGINEERING PACKMQWD ASSOCIATES • ,. a 4,.. - ICC RESEARCH REPORT NO. ESR — 1311 & ESR -1988 ,- s IN STRICT ACCORDANCE WITH t t . . ,. " U.B.C, I.B.C, I.R.C., C.B.C. ANSI NATIONAL STANDARDS, LATEST REVISION'- - - . INSPECTED BY: ENGINEERED BY: NATIONAL INSPECTION ASSOCIATION, INC. MITEK USA INC. Quality Systems Management / National Testing .- 250 KLUG CIR , ' P.O. Box 3426. Corona, CA 92880 ' Gillette, WY 82717-3426, r , . ,. (951) 245-9525 Office & Fax (307) 685-6331 _ x . �' �'.. (951) 273-0040 fax ' ,M ' r JOB NAME Grilli Residence ' JOB # 171196.. LOCATION: Chico CA fmd-Os3zi • 042-020-020 } CUSTOMER: Sheri Grilli 1.I�� v 2 c: i l 7 - _ k. r • ,.. +• d •• . •b � Vim' MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 171196 Grilli residence The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Meeks Building Center. Pages or sheets covered by this seal: K3142653 thru K3142708 My license renewal date for the state of California is September 30, 2018. Q�QFESS10Nq� ZHgo F2c�� C 70068 * EXR 9-30-2018 s�9TF c April 28,2017 Zhao, Xiaoming 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 F 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. I Job Truss Truss Type Qty PIy Grilli residence CSI, DEFL in (loc) I/deft Ud r a (Roof Snow --20.0)) -' a f., K3142653 171196 Al Common "` 1 1 Vert(CT) -0.20 7-8 >999 180 BCLL 0.0 Rep Stress Inor YES WB 0.17 Horz(CT) 0.03 6 n/a n/a Job Reference (optional) meexs lum0er, reaamg • 8.010 s Apr 202U16 MiTek Industries, Inc. Fri Apr 28 12:38:40 2017 Pagel I D:OoLxOT8pftQclvS??axwtEzmUds-rl?GZTYKwjjg7ujbtGOBkl I oPnUXay R42xOfMjz M BDT • 20 56 I 11-0-0 I 16-0-0-2 5-6-0 5.6.0 260-00 4x6 II Scale= 1:58.6 4 22. 4-0 1 7-40. 7-4-0 7. Plate Offsets (X,Y)-- f2:Edge,0-0-41 16:0-0-0.0-0-41 [8:0-4-0.0-3-01 LOADING (psf) TCLL 20 SPACING- `2-0-0 CSI, DEFL in (loc) I/deft Ud PLATES GRIP ' (Roof Snow --20.0)) -' Plate Grip DOL 1.15 TC 0.20 Vert(LL) -0.11 7-8 >999 240 MT20 220/195 BCDL 10.0 Lumber DOL 1.15 BC 0.31 Vert(CT) -0.20 7-8 >999 180 BCLL 0.0 Rep Stress Inor YES WB 0.17 Horz(CT) 0.03 6 n/a n/a BCDL 10.0°. Code IBC2015frP12014 Matrix -AS Weight: 112 Ib FT = 20% LUMBER- BRACING TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1&Btr G REACTIONS. (Ib/size) 6--875/0-5-8,2=1005M-5-8 Max Horz 2=223(LC 11) Max Uplift 6=-106(LC 12), 2=-187(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1120/176, 3-4--1014f267.4-5=-1033/290. 5-6=-1112/198 'BOT CHORD - 2-8=-57/908, 7-8/590, 6-7=-64/812 WEBS 4-7=-127/573, 5-7=-3461195.4-8=-110/545, 3-8=-350/189 NOTES - 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=411; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Extedor(2) -2-M to 1-M, Interior(l) 1-0-0 to 11-0-0, Exterior(2) 11-M to 14-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 1.00 times Flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other rive loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24)-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. - 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of witt-,standing 100 Ib uplift at joint(s) except Qt --1b) 6--106,2=187. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum �OFESS10ryq �Q ZN C R sheetrock be applied directly to the bottom chord. �,M A0 ti2� =�<i, J C 70068 9.3 8 F 0� April 28,2017 ®WARNING - VerNy design parameters and READ NOTES ON THIS AND INCLUDED klgEK REFERENCE PAGE MU -7473 rev. IOM312015 BEFORE USE. • Design valid for use only with MTek® connecters. This design is based only upon parameters shown, and is for an Individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall bui ding design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members orgy. Additional temporary and permanent bracing e WOW Is allays required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, OSS -89 and BCSI Building Component 250 Klug Circle - Job Truss Truss Type Qty Ply Grilli residence •, ! • .•rs -z-0-0 'I` 1t-0-0-' + • K3142654• 171196 r A2,D COMMON SUPPORTED GAB 1 1 s Y f '. - �. • ' + + • • .2=-914(LC 28), 18=-912(LC 37) ' ' Max Grav All reactions 250 Ib or less at joint(s) 27, 28, 29, 30, 32, 33, 34, 26, 25, 24, 23, 22, 21, 20 except Job Reference o tiona meeks lumber, redding yr 1 t=u}rcl 110 VV -V SPACING- 2-0-0 , Plate Grip DOL 1.15— Lumber DOL 1.15 Rep Stress Ina YES Code IBC2015/TPI2014 `ID:OoLxOT8pftQdvS??axwtEzmUds-oh70_8aaSKzOMCs_7h2cpjN89bBn2tHNVFtmRbzMBDR 8.010 s Apr 20 2016 MTek Industries, Inc. Fri Apr 2812:38:42 2017 Pagel = v •. ! • .•rs -z-0-0 'I` 1t-0-0-' 22-0-0 24-0-0 '�. I'• - 2-0-0 11-0.0 I 1 11-0-0 ... 24)-0 +' { • " r Y f '. - �. • ' + + • • .2=-914(LC 28), 18=-912(LC 37) ' ' Max Grav All reactions 250 Ib or less at joint(s) 27, 28, 29, 30, 32, 33, 34, 26, 25, 24, 23, 22, 21, 20 except 40 = - -r - .ri" Scale= 1:61.3 - 1�a 2=990(LC 35), 18=966(LC 44) • r " FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ' t' TOP CHORD 2-3=-1489/1447, 3-4=-1171/1150, 4-5=-978/973, 5-6=-824!799, 6-7=-652/624, �! 14 -15=-767/742,15.16=-940/934,16-17=-1140!1119,17-18=-1471/1458 s .. a .. - - � � t 9 • t t }�, 1 � , 7 , .}, -.t .. 8 NOTES- 't" 12 _1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. '1 Il; Exp C; enclosed; MWFRS (directional) and C -C Corner(3) -2-M to 1-0-0, Exterior(2) 1-0-0 to 11-0-0, Corner(3) 11 -0 -Oto 14-0-0 ' zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions :. shown; Lumber DOL=1.60 plate grip DOL=1.60 I 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry ' s• " Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. " 3) TCLL: ASCE 7-10; Pf=20.0 psf (Flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 t t 113 ,+ 10.00 12A r 5) All plates are 2x4 MT20 unless otherwise indicated. "+a 6) Gable continuous bottom '+ requires chord bearing. , , 'y Um 7) Gable studs spaced at 1-4-0 oc. - C 70068 8) This truss has been designed for a 10.0 psf bottom chord live load noneoncurrent with any other live loads. 6 9) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ' 9-30- 18 r , will fit between the bottom chord and any other members." - * * ' 10) A plate rating reduction of 20% has been applied for the green lumber members 14 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 28, 29, 30, 32, 33, 34, 25, 24, 23, 22, 21, 20 except at --lb) 2=914, 18=912.1 Al �FO� 12) This truss has been designed for a total=drag-I6ad.6f,2000 IC Lumber DOL=(1.33) Plate grip DOL_ =(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 22-0-0, 0-0-0 to 22-0-0 for 45.5 plf.+ Apfll 28,2017 I % .. 16 16 ... - .17 2 18 18 , '. 19 • t 4x4 = 34 _ 33 •32 31 3029 28 . 4x4 -. 4'-r• - e - 27 26 - 25 I 24 23 ` 22 21 20 - , �- •' ,• • v 4x4 = - ; . t` • r ` .. � •. + ?t Y i - ` _ ' • .. '' 22-0.0' 22-0-0 ... .. .. ... . -- LOADING (ps2 TCLL 2 _•0.0 ' (Roof Snow=20.0),w TCDL 10.0 BCLL 0.0 ' s BCDL - 10.0 yr 1 t=u}rcl 110 VV -V SPACING- 2-0-0 , Plate Grip DOL 1.15— Lumber DOL 1.15 Rep Stress Ina YES Code IBC2015/TPI2014 lr-V-YI CSL TC 0.25 BC., 0.20 WB 0.08 . Matrix -S DEFL. in (loc) I/defl L/d Vert(LL) 0.01 19 n/r 120 Vert(CT) -0.01 19 n/r 120 ' Horz(CT) ' 0.01 25nha n/a ' .` ' - . n _ PLATES GRIP' MT20 220/195° r . Weight: 172 Ib s FT = 20% LUMBER- BRACING- r TOP CHORD 2X4 DF No. 1&Btr G'- TOP CHORD Structural wood sheathing directly applied or'5-5-3 oc purlins.' BOT CHORD 2X4 DF No. 1&Btr G' ' , BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: F ' OTHERS 2X4 DF No. 1&Btr G 10-0-0 cc bracing: 26-27.1 , _ WEBS 1 Row at midpt , 9-27,11-26 " REACTIONS. - All bearings 22-0-0. , r (lb)- Max Horz 2=233(LC 11) ' a . I r , • Max Uplift All uplift 100 Ib or less at joint(s) 28, 29, 30, 32. 33, 34, 25, 24, 23, 22, 21, 20 except • ' + + • • .2=-914(LC 28), 18=-912(LC 37) ' ' Max Grav All reactions 250 Ib or less at joint(s) 27, 28, 29, 30, 32, 33, 34, 26, 25, 24, 23, 22, 21, 20 except ` 1�a 2=990(LC 35), 18=966(LC 44) • r " FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ' t' TOP CHORD 2-3=-1489/1447, 3-4=-1171/1150, 4-5=-978/973, 5-6=-824!799, 6-7=-652/624, ' -7-8=-480/498, 8-9=373/407, 11-12=-373/407, 12-13=-477/498, 13-14=-595/604, 14 -15=-767/742,15.16=-940/934,16-17=-1140!1119,17-18=-1471/1458 s BOTCHORD 2-34=-1115/1256, 33-34=-899!1051, 32-33=-7901918, 30-32=-668/809, 29-30=-547!688, 28-29=-426/566, 27-28=-305/445, 26-27=-184/324, 25-26=-305/445, 24-25=426/566, ` 23-24=-547/688, 22-23=-668/809, 21-22=-778/918, 20-21=-911/1051, 18-20=1115/1256 • NOTES- 't" _1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. '1 Il; Exp C; enclosed; MWFRS (directional) and C -C Corner(3) -2-M to 1-0-0, Exterior(2) 1-0-0 to 11-0-0, Corner(3) 11 -0 -Oto 14-0-0 ' zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions :. shown; Lumber DOL=1.60 plate grip DOL=1.60 I 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry ' s• " Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. " 3) TCLL: ASCE 7-10; Pf=20.0 psf (Flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 t t OFESS10 4) This truss has been designed for greater of min roof live load of 14.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. - r 5) All plates are 2x4 MT20 unless otherwise indicated. "+a 6) Gable continuous bottom '+ requires chord bearing. , , 'y Um 7) Gable studs spaced at 1-4-0 oc. - C 70068 8) This truss has been designed for a 10.0 psf bottom chord live load noneoncurrent with any other live loads. 9) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ' 9-30- 18 r , will fit between the bottom chord and any other members." - * * ' 10) A plate rating reduction of 20% has been applied for the green lumber members S P 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 28, 29, 30, 32, 33, 34, 25, 24, 23, 22, 21, 20 except at --lb) 2=914, 18=912.1 Al �FO� 12) This truss has been designed for a total=drag-I6ad.6f,2000 IC Lumber DOL=(1.33) Plate grip DOL_ =(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 22-0-0, 0-0-0 to 22-0-0 for 45.5 plf.+ Apfll 28,2017 I % ® WARNING - VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01.7473 rev.1010312015 BEFORE USE. • " ,� Design valid for use only with MTek81 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 andlor chord members only. Additional temporary and permanent bracing ' MiT®k• is atways 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 ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component k 250 Klug Cirga h t ' ♦ ... . 4 '. , ` 1. ,' !i , ' ,' ' -. .. .. � - , ,. • Job Truss, • Truss Type Oty Ply Grilli residence + 171196 �J 1 . 4 � B1D ` A GABLE COMMON • 2 1 K3142655 i• " '` • . - - r 35 ,+,ate. ' o Job Reference a tions meeKs mmoer, reaaing 8.010 s Apr 20 2016 MTek Industries, Inc. Fri Apr 2812:38:44 2017, Pagel n/ID:OoLxOT8pfiOdvS??axwtEzmUds-k4EnP qbq_x[YbVON6654u8SSnOgyWkHgyZMtVUzMBDP , -2-0-0 " 5.9-2 22-9 6 ' -22-21 28-M - ^ I 59-2 17-04 s 510-10 , .4x4 = , 'r. - Scale: 3/16--l' - t 4x4 .0 -10 11 1243 13 1444 15 16 174x8 ��. - • .�.. '` • . - - r 35 ,+,ate. 9 o 6 3x1 45 ' 10.00 127 1 3x10 II •- 3x6 28 18 3x10 II d 3x10 I + �- 3 WO' 11 + +- 42 t- 2 3x1011 -y M 9 - 14 18 — 22 - 21 20 _ 27 26 . 25 24 23 5x8 =- 3x10 = - 4X4' 4x6 • S9-2 -0-1 511-6 '50.0 50-0 510-10 ` Plate Offsets (X Y)-- [2:0-0-0.0-0-41, (11:0-2-0.0-1-131 [16:0-2-4.0-2-01, [19:0-6-0.0-0-41, f22:0-4-0.0-3-01, [23:0-3-8 Edgel [28:G-6-0.0-2-121, [35:0-2-5.0-1-41 LOADING (psf) , TCLL 20) SPACING- 2-0.0 , CSI. " , DEFL. in (loc) I/defl L/d • PLATES GRIP (Roof Snow --20.0) • Plate Grip DOL 1.15 TC 0.37 '0.41 Vert(LL) 0.05 20 >999 240 '--0.10 MT20 220/195 �. t • Lumber DOL 1.15 BC Vert(CT) 20-38 >999 180 TCDL 10.0 w BCLL 0.0 , Rep Stress Incr YES WB 0.31 Horz(CT) '0.03 19 n/a n/a ) - ' BCDL l 10.0 ' Code IBC2015/TPI2014 Matrix -AS Weight: 234 Ib- SFT = 20% LUMBER- BRACING- - •. TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 OF No.1 &Btr G - . BOT CHORD y Rigid ceiling directly applied. _ WEBS 2X4 DF No.1&BtrG *Except*, t JOINTS 1 Brace at Jt(s): 28, 30, 32, 34 a, ' 17-23: 2X8 DF No.2 G , z OTHERS 2X4 OF No.1&Btr G '1 REACTIONS; All bearings 7-1-8 except Cit --length) 19=0-5-8. r ' (lb) = Max Horz 2=239(LC 34) " Max Uplift* All uplift 100 Ib or less at joint(s) 24, 25 except 19=1790(LC 37), 2=-1434(LC 36), 23=-490(LC 36), ' 26=-106(LC 36), 27=-105(LC 31) i y r+ ' Max Grav All reactions 250 Ib or less at joints) 24, 25, 26, 27 except 19=2215(LC 34), 2=1537(LC 45), 4 • 23=1089(LC 49), 23=901(LC 1), 2=352(LC 1) _r f ,, b FORCES. (lb) -'Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2194/2106, 3-4=-1907/1807, 4-5=-1655/1523, 5-6=-1371/1252, 6-7=-1155/1051, J 7-8=-911/801, 8-9=-699/624, 9-10---494/429,11-12=-304/271, 12-13=-483/459, r 13-14=-687/653, 14-15 -872838,15-16=-976/942,16-17=-1334/1224,17-18=-2237/1755, 18-19=34322706 ;.. s - BOT CHORD 2-27=-164911707, 26-27=-1453/1509, 25-26=-1249/1325, 24-25=-1081/1139, " ' r 23-24=-895/953, 22-23=-1002/1471, 21-22=-421/1027, 20-21=-1228/1765, 19-20=-2004246a -' ` WEBS 23-34=-1276!765, 33-34=-1210810, 32-33=-1187/672, 28-32=-1150/660, 28 -31= -1074!703,30 -31=-1019854,29-30=-10067643,29-35=-969/612,17-35=-815/377, ' ,17-21=-133/547,21-28=-27883,18-21=-464/192,16-35=-711823 ti r t NOTES- r V• 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCD1_=4.8psf; h=25ft; B=45ft; L=29ft; eave=oft; Cat. FESSION Il; Exp C; enclosed; MWFRS (directional) and C -C Extedor(2) -2-0-Oto 1-0.0, Interior(1) 1-0.0 to ll -&4, Exterior(2) 11-6-4 to 21-4-11 +Intedor(1) Q r ZNAp F'Gc 21-4-11 to 2848-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for loads in wind the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry ' c2r` •' Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. C 70068 :103) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1. f ; 4) This truss has been designed for greater of min roof live load of 14.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs P. 9-3 8 ' non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. ', + 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide April 28,2017 , ®WARNING -Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE Mn -• -7477 —.1010312015 BEFORE USE. - ., Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not . �• a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing v ;. is • WOW , always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the o '� .r • , fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ..r,ANSUTPII Quality Criteria, OSS -89 and SCSI Building Component ' _t2 50 Klug Circle •� • . % [ .� 1•, • r ` Oty: 'Ply JobPuss Tru.BssType • 1(3142655 171196 D E COMMON t meeks lumber, �. redding " -? 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:38:45 2017 Page 2 ., NOTES- C. .r , - • ! ID:OoLxOT8pftQdvS??axwtEzmUds-CGogdAcSIFLyDfbZggcJRL?dXoABFBXpBD502wzMBDO . f, 10) A plate rating reduction'of 20 % has been applied for the green lumber members. 'p t 11) 'Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 24, 25 except (jt=1b) 19=1790, 2=1434, 23=490, 26=106 27=105. 2=1434. , ad o ' 12) This truss has been designed for aaotat2 dg load of 40001li. Lumbe[bOL=(1,33) Plate grip DOL=(1 .33) .Connect truss to resist drag loads along bottom •chord from _ 0-M to 2843-0, 0-0-0 to 28-&0 for 69.8 plf. 13) This truss designrequires that a minimum of, 7/15' structural wood sheathing tie applied directly to the top chord and %d' gypsum sheetrock be applied directly to the bottom chord. , Ir • � .ZI \ .r. • w 17, •' � '•r '• .- a � 1' � 11 � � .. ;r`. _ fir. ` '•• T _ •, � L r � ` ' ®WARNING- Vedy design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MY -7473 rev. 1010312015 BEFORE USE. f ■ ' Design valid for use only with MTek®eonnectors. This design is based only upon parameters shown, and is for an individual building component, not 1 . �• ' _ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall bulding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ori' til �. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - - MiTek'- - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see • pNSIRPl7 Quality Criteria, OSB -89 and BCSI Building Component 250 Klug Circle' ` Oty: 'Ply Grilli residence = Tru.BssType • 1(3142655 171196 D E COMMON t 1 r' t ! Job Reference (optional) meeks lumber, �. redding " -? 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:38:45 2017 Page 2 ., NOTES- C. .r , - • ! ID:OoLxOT8pftQdvS??axwtEzmUds-CGogdAcSIFLyDfbZggcJRL?dXoABFBXpBD502wzMBDO . f, 10) A plate rating reduction'of 20 % has been applied for the green lumber members. 'p t 11) 'Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 24, 25 except (jt=1b) 19=1790, 2=1434, 23=490, 26=106 27=105. 2=1434. , ad o ' 12) This truss has been designed for aaotat2 dg load of 40001li. Lumbe[bOL=(1,33) Plate grip DOL=(1 .33) .Connect truss to resist drag loads along bottom •chord from _ 0-M to 2843-0, 0-0-0 to 28-&0 for 69.8 plf. 13) This truss designrequires that a minimum of, 7/15' structural wood sheathing tie applied directly to the top chord and %d' gypsum sheetrock be applied directly to the bottom chord. , Ir • � .ZI \ .r. • w 17, •' � '•r '• .- a � 1' � 11 � � .. ;r`. _ fir. ` '•• T _ •, � L r � ` ' ®WARNING- Vedy design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MY -7473 rev. 1010312015 BEFORE USE. f ■ ' Design valid for use only with MTek®eonnectors. This design is based only upon parameters shown, and is for an individual building component, not 1 . �• ' _ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall bulding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ori' til �. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - - MiTek'- - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see • pNSIRPl7 Quality Criteria, OSB -89 and BCSI Building Component 250 Klug Circle' meeks lumber, redding ; }, *� , 8.010 s Apr 20 2016 M Tek Industries, Inc. Fri Apr 2812:38:45 2017 Page 1 I D:OoLxOT8pftOclvS??axwtEzmUds-CGo9dAc31FLyDfbZggcJRL?fl oDoFAcpBD502wzMBDO' 5.8-2 i 11-6.4 I • 17-1-12 22-10.14 1 28-8.0 �.y' •, 6.9-2 59-2 57-9 - - 59.2 5-9-2 ♦ r, err • "Scale= 1:62.0 �c8'6x8 = ic•', • ,' 20' 21 5 22 X18. .23 • _ Sr' 3X6 ., �24.2+ . • i t. 7 7 25 9 - .r , 8 . d #• , { e 4x4 = 2x4 11 5x8 - 3x10 = - 2x4 I I 4X4 = t • .-r 'ry 5-9-2 1» 11-6.4 - 17-1-12 22-10.14 { 28-8-0 r 1 5-9-2 59-2 57-9 - 59-2 - 59-2 Plate Offsets a.Y)- 12:0-0-0,0 0-41.[4:0-6-00-1-121 [5:0-6-0.0-1-121, 17'0-0 0 0-0-41 nil 0-4-0 0-3-01 LOADING (psf) . ' . • TCLL 20.0 SPACING- 2-0-0 - CSI: - , , . DEFL. - , - in (loc) I/dell Ud ' PLATES + GRIP 1 (Roof Snow=20.0) Plate Grip DOL 1.15 • TC 0.21 Vert(LL) -0.05' 9-10 >999 240 MT20 220/195 1 TCDL 10.0 I'. Lumber DOL 1.15 BC 0.24 • Vert(CT) -0.13 9-10 >999 180 f~. BCLL . ` 0.0 ' ' Rep Stress Incr YES WB 0.37 Horz(CT) 0.05 7 n/a n/a 1 BCDL 10.0 Code IBC2015/rP12014 Matrix -AS f Weight: 1641b '• FT = 20% LUMBER- BRACING- a, TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. , BOT CHORD 2X4 OF No. 1&Btr G BOT CHORD , Rigid ceiling directly applied. WEBS 2X4 OF No. 1&Btr G . ' WEBS;, 1 Row at midpt 4-9 REACTIONS._ (Ib/size) 7=1142/Mechanical, 2=1271/0-5-8 1 Max Horz 2=239(LC 11) c Max Uplift 7=-141(LC 12), 2=-219(LC 12) FORCES. (lb) - Max: Comp./Max. Ten..- All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1541/261, 3-4=1 1 9 31303, 4-5=-827/292, 5-6=-1192/312, 6-7=-1561YL81 r ,. c :• - BOT CHORD., 2-11=-126/1199, 10-11=-126/1199, 9-10=-1/893, 8-9=-125/1131, 7-8=-125/1131' a, WEBS 3-10=7471/163, 4-10=-53/448, 5-9=-63/411, 6-9=-464/176 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; 6CDL=4.8psf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. ? • ,, II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 11-6-4, Exterior(2) 11-6-4 to 21-4-11 Interior(1) 21-4-11 to 2M -Ozone: cantilever left and right exposed ; end vertical leftand right exposed;C-C for members and forces' & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60' �. t2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs f� non -concurrent with other live loads. 4) Provide adequate drainage to prevent water ponding. `• q.. i 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , 6) • This truss has been designed for a live load of 20.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. 7) A plate rating reduction of 20% has been applied for the green lumber members.: • ' ` - , _ n 8) Refer to girder(s) for truss to truss connections. J �' �QFESSIONq 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it --lb) Q .- 7=141,2=219. 2��0 �M ZH,4p FrP_ ', 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'%" gypsum . f. , sheetrock be applied directly to the bottom chord. •^ U 70068. - E -30-2018 April 28,2017 - ®WARNING- Verify, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AW -7473 rev. 10/03!!015 BEFORE USE. Mal. - Design valid for use only with Mi cormectors. This design is based only upon parameters shown, and is for an Individual building component, not t `- • a truss system. Before use, the building designer must verify the applicability of design parametersand property incorporate this design into Ne overall . ^ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - S A'T®1.' _t _ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �- •. A MY� 1 R , fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria OSB -89 and SCSI Building Component - 250 Klug Circle ,. •c - � .. vii' - X � .• S - f Job r'� Puss�rrTruss Type ptyPlyF residenceK3142658 171196 . •~» • 1 � � Piggyback Base • - 13 1 Reference o ti ara ' meeks lumber, redding ; }, *� , 8.010 s Apr 20 2016 M Tek Industries, Inc. Fri Apr 2812:38:45 2017 Page 1 I D:OoLxOT8pftOclvS??axwtEzmUds-CGo9dAc31FLyDfbZggcJRL?fl oDoFAcpBD502wzMBDO' 5.8-2 i 11-6.4 I • 17-1-12 22-10.14 1 28-8.0 �.y' •, 6.9-2 59-2 57-9 - - 59.2 5-9-2 ♦ r, err • "Scale= 1:62.0 �c8'6x8 = ic•', • ,' 20' 21 5 22 X18. .23 • _ Sr' 3X6 ., �24.2+ . • i t. 7 7 25 9 - .r , 8 . d #• , { e 4x4 = 2x4 11 5x8 - 3x10 = - 2x4 I I 4X4 = t • .-r 'ry 5-9-2 1» 11-6.4 - 17-1-12 22-10.14 { 28-8-0 r 1 5-9-2 59-2 57-9 - 59-2 - 59-2 Plate Offsets a.Y)- 12:0-0-0,0 0-41.[4:0-6-00-1-121 [5:0-6-0.0-1-121, 17'0-0 0 0-0-41 nil 0-4-0 0-3-01 LOADING (psf) . ' . • TCLL 20.0 SPACING- 2-0-0 - CSI: - , , . DEFL. - , - in (loc) I/dell Ud ' PLATES + GRIP 1 (Roof Snow=20.0) Plate Grip DOL 1.15 • TC 0.21 Vert(LL) -0.05' 9-10 >999 240 MT20 220/195 1 TCDL 10.0 I'. Lumber DOL 1.15 BC 0.24 • Vert(CT) -0.13 9-10 >999 180 f~. BCLL . ` 0.0 ' ' Rep Stress Incr YES WB 0.37 Horz(CT) 0.05 7 n/a n/a 1 BCDL 10.0 Code IBC2015/rP12014 Matrix -AS f Weight: 1641b '• FT = 20% LUMBER- BRACING- a, TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. , BOT CHORD 2X4 OF No. 1&Btr G BOT CHORD , Rigid ceiling directly applied. WEBS 2X4 OF No. 1&Btr G . ' WEBS;, 1 Row at midpt 4-9 REACTIONS._ (Ib/size) 7=1142/Mechanical, 2=1271/0-5-8 1 Max Horz 2=239(LC 11) c Max Uplift 7=-141(LC 12), 2=-219(LC 12) FORCES. (lb) - Max: Comp./Max. Ten..- All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1541/261, 3-4=1 1 9 31303, 4-5=-827/292, 5-6=-1192/312, 6-7=-1561YL81 r ,. c :• - BOT CHORD., 2-11=-126/1199, 10-11=-126/1199, 9-10=-1/893, 8-9=-125/1131, 7-8=-125/1131' a, WEBS 3-10=7471/163, 4-10=-53/448, 5-9=-63/411, 6-9=-464/176 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; 6CDL=4.8psf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. ? • ,, II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 11-6-4, Exterior(2) 11-6-4 to 21-4-11 Interior(1) 21-4-11 to 2M -Ozone: cantilever left and right exposed ; end vertical leftand right exposed;C-C for members and forces' & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60' �. t2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs f� non -concurrent with other live loads. 4) Provide adequate drainage to prevent water ponding. `• q.. i 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , 6) • This truss has been designed for a live load of 20.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. 7) A plate rating reduction of 20% has been applied for the green lumber members.: • ' ` - , _ n 8) Refer to girder(s) for truss to truss connections. J �' �QFESSIONq 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it --lb) Q .- 7=141,2=219. 2��0 �M ZH,4p FrP_ ', 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'%" gypsum . f. , sheetrock be applied directly to the bottom chord. •^ U 70068. - E -30-2018 April 28,2017 - ®WARNING- Verify, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AW -7473 rev. 10/03!!015 BEFORE USE. Mal. - Design valid for use only with Mi cormectors. This design is based only upon parameters shown, and is for an Individual building component, not t `- • a truss system. Before use, the building designer must verify the applicability of design parametersand property incorporate this design into Ne overall . ^ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - S A'T®1.' _t _ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �- •. A MY� 1 R , fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria OSB -89 and SCSI Building Component - 250 Klug Circle ,. •c - � .. vii' - X � .• S - f Job r'� Puss�rrTruss Type ptyPlyF residenceK3142658 171196 . •~» • 1 � � Piggyback Base • - 13 1 Reference o ti Job Truss � � ,Truss Typeply DEFL. in (loc) I/defl . ' L/d - Ply rilli residence - - • TC 0.21 Vert(LL) 0.00 1 n/r 120 K3142657 171196 r B3D'^, : PIGGYBACK BASE SUPPO- Vert(CT)• -0.01 1 n/r 120 LbReference(o BCLL 0.0 ' . • WB' 0.10 HOrz(CT). 0.01 34 n/a n/a liana LOADING (psf) TCLL 20.0 SPACING- 2-0.0 CSI. • - ^ DEFL. in (loc) I/defl . ' L/d - PLATES GRIP (Raaf Snow=2 Plate Grip DOL 1.15 TC 0.21 Vert(LL) 0.00 1 n/r 120 MT20 220/195 ' 10. , TCDL 10.0 Lumber DOL 1.15 BC 0.15 Vert(CT)• -0.01 1 n/r 120 BCLL 0.0 ' . Rep Stress Incr, YES WB' 0.10 HOrz(CT). 0.01 34 n/a n/a e Code IBC2015/TP12014 Matrix - S. � Weight: 252 Ib FT = 20%• LUMBER- BRACING- .. - r _ TOP CHORD 2X4 DF No. 1&Btr G - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. I&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS" 2X4 DF No. I&Btr G 10-0-0 oc bracing: 35-36.' - f 13-36.-12-37.10-38.14-35,15-34, 17-33 REACTIONS. All bearings 28-8-0. ' (lb) - Max Horz 2=240(LC 34) t ' Max Uplift All uplift 100 Ib or less at joint(s) 36, 37, 38, 39, 41, 42,"43, 44, 45, 46, 35, 34, 33, 32, 31,.30. ' 29, 28, 27, 26 except 25=-685(LC 35), 2=-736(LC 28) „ Max Grav . All reactions 250 Ib or less at joint(s) 36, 37, 38, 39, 41, f2, 43, 44, 45, 46, 35, 34, 33, 32, 31,. e meeks lumber, r redding • ' 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:38:48 2017 Page 1 ' TOP CHORD 2-3=-1171/1138, 3-4=-1032/1006, 4-5=-913/899, 5-6=-819/791, 6-7=-714/683, , 7-8=-609/589, 8-9=544/550, 9-10=-510/525, 10-11=-357/374, 11-12=-304/332, _ ID:OoLxOT8pftOclvS??axwtEzmUds-drUHFCeL2AjX47K8Ly903_dALOF SbWFtAK4eFzMBDL 12-13=-260294, 14-15=-260294, 15-16=-304/332, 16-17=-357/374, 17-18=510/525, ° • ' 1 18-19=-544/550, 19-20=-591/589, 20-21=-640/629, 21-22=-7431115, 22-23=847/823, 17-1-12 28-8-0 + _ 2-0-0 • - 11-6.4 - } - 5-7-9 - 11-6-4 - = .y 34-35=-236266, 33-34=-3061336, 32-33=-376/406, 31-32=-445/476, 30-31=515/545, b r 29-30=-585/615, 28-29=-055/685, 27-28=-7241155, 26-27=-794818, 25-26=869/907 r -Scale= 1:61.9 - ' NOTES . - •' 4x4 i 4x4 \\ 11; Exp C; enclosed; MWFRS (directional) and C -C Corner(3) -2-M to 1-0 , Exterior(2) 1-0-0 to 11-6-4, Comer(3) 11-6-4 to 20-5-0, ' Exterior(2) 20-5-0 to 28-8-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 11 12 13 14 .15 16 '17 _ 2) Truss designed for wind loads in the plane of the truss only. For studs exposed tc wind (normal to the face), see Standard Industry _ �OFESSIpNq ZH (FC 10 Cr, N1 A �. 0 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 4) This truss has been =COQ designed for greater of min roof live load of 14.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs U 1m non -concurrent with other live loads. r C 7068 5) Provide adequate drainage to prevent water ponding. y •.. 6) All plates are 2x4 MT20 unless otherwise indicated. + I 8 P. 9-30-2018 r 7) Gable requires Continuous bottom chord bearing. 19 « 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 10.00 12 7 will fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. April 28,2017 ®WARNING . Verffy deafgn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MA 10/032015 BEFORE • •. ` 20 -7473 rev. USE. Design valid for use only with Mi connectors. This design is based only upon parameters shown, and is for an individual building component, not • ! • �` 6 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 orgy. Additional temporary and permanent bracing • MIT®K• 21 d - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the + • } ^ 0 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI.TPI1 Quality Criteria, OS"g and SCSI Building Component 250 Klug Circle d . • . e e S 22 ., ., 4 ' - .23 . .. 3 24 t 25 m 2 4 L4 14 , " d d • 1 . 4x4 = • „ + 4x4 = :. 46 45 44' 43 ' 42 41 .40 3938 37 36 , 35 34 33 32 31 30 29 28 27 26 4x4 Y * , H-8-0 • ... LOADING (psf) TCLL 20.0 SPACING- 2-0.0 CSI. • - ^ DEFL. in (loc) I/defl . ' L/d - PLATES GRIP (Raaf Snow=2 Plate Grip DOL 1.15 TC 0.21 Vert(LL) 0.00 1 n/r 120 MT20 220/195 ' 10. , TCDL 10.0 Lumber DOL 1.15 BC 0.15 Vert(CT)• -0.01 1 n/r 120 BCLL 0.0 ' . Rep Stress Incr, YES WB' 0.10 HOrz(CT). 0.01 34 n/a n/a + BCDL 10.0 Code IBC2015/TP12014 Matrix - S. � Weight: 252 Ib FT = 20%• LUMBER- BRACING- .. - r _ TOP CHORD 2X4 DF No. 1&Btr G - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. I&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS" 2X4 DF No. I&Btr G 10-0-0 oc bracing: 35-36.' - WEBS' 1 Row at midpt 13-36.-12-37.10-38.14-35,15-34, 17-33 REACTIONS. All bearings 28-8-0. ' (lb) - Max Horz 2=240(LC 34) t ' Max Uplift All uplift 100 Ib or less at joint(s) 36, 37, 38, 39, 41, 42,"43, 44, 45, 46, 35, 34, 33, 32, 31,.30. ' 29, 28, 27, 26 except 25=-685(LC 35), 2=-736(LC 28) „ Max Grav . All reactions 250 Ib or less at joint(s) 36, 37, 38, 39, 41, f2, 43, 44, 45, 46, 35, 34, 33, 32, 31,. 30, 29, 28, 27, 26 except 25=749(LC 36), 2=790(LC 35) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1171/1138, 3-4=-1032/1006, 4-5=-913/899, 5-6=-819/791, 6-7=-714/683, , 7-8=-609/589, 8-9=544/550, 9-10=-510/525, 10-11=-357/374, 11-12=-304/332, _ 12-13=-260294, 14-15=-260294, 15-16=-304/332, 16-17=-357/374, 17-18=510/525, ° • ' 1 18-19=-544/550, 19-20=-591/589, 20-21=-640/629, 21-22=-7431115, 22-23=847/823, 23-24=-987/949, 24-25=-1178/1130 + BOT CHORD 2-46---877/907, 45-46=-787825, 44-45=-7241148, 43-44=-655/685, 42-43=-585/615, 41-42=-515/545, 39-41=-445/476, 38-39=-376/406, 37-38=-306836, 36-37=236/266,- 34-35=-236266, 33-34=-3061336, 32-33=-376/406, 31-32=-445/476, 30-31=515/545, b r 29-30=-585/615, 28-29=-055/685, 27-28=-7241155, 26-27=-794818, 25-26=869/907 r t NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=29ft; eave=2ft; Cat. ' 11; Exp C; enclosed; MWFRS (directional) and C -C Corner(3) -2-M to 1-0 , Exterior(2) 1-0-0 to 11-6-4, Comer(3) 11-6-4 to 20-5-0, ' Exterior(2) 20-5-0 to 28-8-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed tc wind (normal to the face), see Standard Industry _ �OFESSIpNq ZH (FC Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. Cr, N1 A �. 0 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 4) This truss has been =COQ designed for greater of min roof live load of 14.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs U 1m non -concurrent with other live loads. r C 7068 5) Provide adequate drainage to prevent water ponding. y 6) All plates are 2x4 MT20 unless otherwise indicated. + I P. 9-30-2018 7) Gable requires Continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LP \P, 10) ' 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 �FO� will fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. April 28,2017 ®WARNING . Verffy deafgn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MA 10/032015 BEFORE • •. ` -7473 rev. USE. Design valid for use only with Mi 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 property incorporate this design into the overall ' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members orgy. Additional temporary and permanent bracing • MIT®K• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the + } ^ 0 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI.TPI1 Quality Criteria, OS"g and SCSI Building Component 250 Klug Circle Job _ Truss o Truss Type 1 Oty Ply Grilli residence a ' K31426 67 171196 133D PIGGYBACK BASE SUPPO, ' 1 1'. 1 ' Job Reference a tiona ' Meeks lumber, • reading + - 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 28 12:38:48 2017 Page 2 r"•>ri r R y ID:OoLxOT8pftOcIvS??auwtEzmUds-drUHFCeL2AjX47KBLyg03_dALOF_SbWFtAK4eFzMBDL, NOTES- 12) OTES 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 36, 37, 38, 39, 41, 42, 43, 44, 45, 46, 35, 34'33,32, 31, ` 30, 29, 28, 27;.26 except (jt -lb) 25=685, 2=736. ' 13) This truss has been designed for a total drag load of 1500 Ib. Lumber DOL (1.33) Plate gnp DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 28-8-0, G -M to 28-8-0 for 26.2 plf. ' ., •1 ! V is .. .— .Y ., �� -• ,.l .r ,. ., 1 ' ®WARNING Vedly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 1110-7477 rev.10/012015 BEFORE USE. - 1 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not r "Igo' i • ,µr 4 v a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall a•�` bu�7ding design. Bracing indicated Is to prevent buckling err individual truss weband/er chord members only. Additional temporary and permanent bracing { MITBk• " 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 ANSI/Tlgt Quali Criteria, DSM9 and SCSI Building Co * t .. ry A B mponam 250 qu9 Circle Job 1 6x8 = LUS26 runs Type Oty Ply Grilli residence 5-6-0 Fuss 16-0 16-0 4-7,Edoel, f8:0-4-7,Edge1 [9:0-2-4,0-4-41, K3142658 171198 Common Girder t q J 1.15 n/a TC 0.62 Lumber DOL 1.15 Job Reference o tiona meeks lumber, redding 8.010 s Apr 20 2016 MTek Industries, Inc. Fri Apr 2812:38:50 2017 Page 1 I D:OoLxOT8pftQclvS??axwtEzmUds-ZEc2gugbanzFJOUWf NCU8PiOR pmXwSNYLUpBj&MBW -20.0I I } 4 242--71-01-0 472 47-0 27-6-0 i d 5x8 = Scale= 1:52.5 LOADING (psf) TCLL 20.0 (Roof Snow --20.0) TCDL 10.0 BCLL 0.0 - LUS26 1 6x8 = LUS26 LUS26 8x8 = LUS26 LUS26 LUS26 5-6-0 111-0-0 16-0 16-0 4-7,Edoel, f8:0-4-7,Edge1 [9:0-2-4,0-4-41, 00:0-4-0.0-4-41. f11: SPACING- 2-M CSI. Plate Grip DOL 1.15 n/a TC 0.62 Lumber DOL 1.15 BC 0.85 Rep Stress Incr NO WB 0.27 Code IBC2015/TPI2014 Matrix -MS LUMBER - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2x6 DF SS WEBS 2X4 DF No. 1&Btr G WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/size) 8--8254/0-5-8,2=8658/0-5-8 Max Horz 2=135(LC 9) Max Uplift 8=-1097(LC 10), 2=-1210(LC 10) LUS26 LUS26 8x8 = LUS26 LUS26 6x8 = LUS26 6x12 LUS26 LUS26 DEFL. in (loc) I/dell L/d PLATES GRIP Vert(LL) -0.1810-11 >999 240 MT20 220/195 Vert(CT) -0.5310-11 >621 180 Horz(CT) 0.14 8 n/a n/a Weight: 472 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-8 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0-0 Dc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-16809/2228, 3-4=-16714/2253, 4-5=-12330/1727, 5-6=-12299!1725, 6 -7= -1644i/2242,7 -8---16536f2217 BOT CHORD 2-12=-1953/15041,11-12=-1510/11833, 10-11=1073/8812, 9-10=-1506/11764, 8-9=-1944/14790 WEBS 5 -10= -779/5784,6 -10=-2248/379,6-9=-624/4619,7-9=-304/113,5-11=-785/5836, 4-11=-2337/384,4-12=-633/4895,3-12=-324/111 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131IN3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=28ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10;'Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 tunes flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' 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. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 8=1097,2=112110. - 11) Use Simpson Strong -Tie LUS26 (4-SO9212 Girder, 4-SO9212 Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 25-5-4 to connect truss(es) to front face of bottom chord. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MU -7473 rev. f0/03/1015 BEFORE USE. Design valid for use only with MTek® cormectors. 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 verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of ind'iv'idual truss web and/or chord members orgy. 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 , ANSUTPII Quality Criteria, OSS -89 and SCSI Building Component ()VESSIpNq� ZHgO Fyc2m. C 70068 *\ ' l /1 /* April 28,2017 Sal, MiTek' 250 Klug Circle Job Truss Truss Type ply Ply residenceK3142658 TGrilli 171198C1Common Girder1 Reference o liana ll meeks lumber, redding 8.010 s Apr 20 2016 M7i ek Industries, Inc. Fri Apr 2812:38:50 2017 Page 2 ' ID:OoLxOT8pftQclvS??axwtEzmUds-ZEc2gugbanzFJQUWrNCU8PiQRpmXwSNYLUpBj&MBDJ LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase= 1. 15, Plate Increase= 1. 15 Uniform Loads (plf) I Vert: 1-5=-60, 5-8=-60, 2-8=-20 Concentrated Loads (lb) Vert: 12=-1122(F)18=-1122(F)19=-1122(F)20=-1122(F)21=-1122(F)22=-1122(F)24=-1122(F)26=-1122(F)27=-1122(F)28=-1122(F)29=11220 30=-1122(F) 31=-1122(F) ®WARNING - VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO -7473 mv.10/03/[015 BEFORE USE. ■■ Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not - �• a buss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall e A building design. Bracing indicated Is to prevent buckling of individual truss web andlor Mord members only. Additional temporary and permanent bracing 1ytIT®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 ANSIfrPl1 Quality Criteria, OSB -80 and BCSI Building Component 250 Mug Circle. Job Truss Truss Type r Qty Ply Gritti res dente 171196 7 t^ C2 ? - Common ,; 9 1 K3142659 Job Reference o tiona ' 6.1.111.1 S Apr ZU ZUlli MI I ex Industries, Inc. Fri Apr 28 12:38:51 2017 Page 1 R ` t I ' ID:OotxOT8pftQclvS??axwtEzmUds-1QAQtDhDL556xa2j04jjgcFe9DCDfy2iz8YIFazMBDI i - • 6-10.8 i 13-30. _ 20.7-8 27-&0 LO -7-0O 3-7-0 ) • I. 2-0.0 6-10.8 6-10-8 -10-8 6 _ , } _ 316 - .. S ^'`.'' ,. ! Scale= 1:52.2 +: .• .. ' .. -. .. •4x6 =i_' - 18 19 • •• e,.17 .. k,_•R 'R ' 6.00 12 t � . " • 4 • •- - S 't 2x4 \\ 2x4 4 t. 3 _ v 3 r., Y 5 16 I : •8 ..'7 9 ., 21 22 _ • r •,. �' .. . _. » 5x8 = - I - . 4x4 3x6 • 32-0 I 18.4-0 77 &0 I .�• - 9-20 - 920 920 - +' lY ' • . Plate Offsets X YI [2:0-2-9.0-1-81, [6:0-2-9.0-1-81, [9:0-4-0.0-3-41 LOADING (psf)LL SPACING- 2-0.0 CSI. - DEFL, in , (lot) I/dell L/d PLATES GRIP ^ -• (Roof Show=20.0) + Plate Grip DOL , 1.15 ' .TC - 0.43 Vert(LL) -0.23 8-9 >999 240 MT20 ` 220/195 {, ; TCDL 10.0 Lumber DOL 1.15 BC 0.50 Vert(CT) -0.47' 8-9 >699 180 _ • - BCLL ' 0.0 ' Rep Stress Inti YES WB 0.11 Horz(CT) . 0.07 6 n/a n_ /a BCDL 10.0 Code IBC2015frPI2014 Matrix -AS x Weight:,119lb FT = 20% LUMBER- 'BRACING- , •' TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD - Structural wood sheathing directly applied. r BOT CHORD 2X4 DF No. t&BtrG • • BOT CHORD Rigid ceiling directly applied. t WEBS 2X4 DF No.t&BtrG REACTIONS. , (Ib/size) • 2=1214/0-5.8, 6=1291/0-5-8 f ' - • f - ' Max Horz 2=-146(LC 12) . Max Uplift 2=-204(LC 14), 6=-251(LC 14) - F ..- ' 1FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. r TOP CHORD 2-3=-1909288, 34=1696296, 4-5=-1672294, 5-6=-1894289 '. BOT CHORD 2-9=-134/1697; 8-9=24/1092, 6-8=-156/1627 �' ' - 6 WEBS 4-8-62/668,'5-8=435/1172, 4-9=-76/698, 3-9=462/177 -• y? _ .. r R t NOTES.'1) - Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf;BCDL=4.8psf; h=25ft; B=45ft; L=28ft; eave=oft; Cat.. _ II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 13-9-0, Exterior(2) 13-9-0 to 16-9-0 a zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions +• shown; Lumber DOL=1.60 plate grip DOL=1.60 ^, r .. • • - e t ' 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. I 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. L F 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2-" 0 vdde " will fit between the bottom chord and any other members, with BCDL = 10.Opsf. a 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) , _ f 2=204, 6=251 R ,, . CFESSIO 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and I/T gypsum Q -�.M ZH40� �yc • ' sheetrock be applied directly to the bottom chord, ��O X: - J C 70068 . �', �' : • E -30-2018 ,k` F CN -W " April 28,2017 ®WARNING - Verfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU -7473 rev. 10/0312015 BEFORE USE. _ + Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and isior an individual buildin 9component, not • r '� l a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this dent n Into the overall ' building design. Bracing indicated is to prevent buckling of individual truss web andlor Mord members only. Additional temporary antl permanent hredng - "+• + WOWE 1 _ is always required for stability and to prevent collapse with possible personal injury and property damage. Far general guidance regarding the t - yy fabrication, storage, delivery, erection and bracing of trusses and truss systems, see Quality a, 'g Component • ? ' 25o Krug Circle `L •i. t - - ANSVTPIt Ouafi Criteria, DSBS9 and SCSI Buildin I Job -Truss SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC20157rP12014 CSI. TC 0.40 BC 0.50 WB 0.12 Matrix -AS Oty Ply GrilliresidenceK3142660 LUMBER- BRACING - 7Cu- TOP CHORD 2X4 OF No.1&BtrG TOP CHORD Structural wood sheathing directly applied. 171196 C3 7 1 REACTIONS. (Ib/size) 6--1096/0-5-8,2=1224/D-5-8 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide Max Horz 2=135(LC 13) will fol between the bottom chord and any other members, with BCDL = 10.0psf. Job Reference o tions meeKs IumDer, reading a 610-8 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:38:51 2017 Page 1 ID:OoLxOTBpf QctvS7?axwtEzmUds-1OAOtDhDL556xa2jO4jjgcFeXDC6fyOiZ8YIFazMBDI 20-7-8 1 27-60 _ _ _ 1 4x6 = 4 6-10-8 610-8 Scale= 1:48.5 40 = axb — axn = 40 = 6 5 LOADING (psf) TCLL 20.0 10) (Roof Snow --20.0) TCLL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC20157rP12014 CSI. TC 0.40 BC 0.50 WB 0.12 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl L/d -0.23 7-8 >999 240 -0.46 7-8 >716 180 0.07 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 115 lb FT = 20% LUMBER- BRACING - shown; Lumber DOL=1.60 plate grip DOL=1.60 TOP CHORD 2X4 OF No.1&BtrG TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.1&BtrG BOT CHORD Rigid ceiling directly applied. WEBS 2X4 OF No.1 &Btr G non -concurrent with other live loads. REACTIONS. (Ib/size) 6--1096/0-5-8,2=1224/D-5-8 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide Max Horz 2=135(LC 13) will fol between the bottom chord and any other members, with BCDL = 10.0psf. = Max Uplift 6=-136(LC 14), 2=-212(LC 14) 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (it --lb) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 6--136,2=212. 9) This truss design requires that a minimum of 7/16° structural wood sheathing be applied directly to the top chord and % gypsum �,� �M ZHAp F'L TOP CHORD 2-3=-1931/318, 3-4=1718!322, 4-5---1735/344, 5-6=-1946/340 BOT CHORD 2-8=-221/1691, 7-8=-80/1100, 6-7=-227/1701 WEBS 4-7=-81!718, 5-7=470/183, 4-8=-71/696, 3-8=-445/180 9.30- 018 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 8=45ft; L=28ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and GC Exterior(2) -24)-Oto 1-0-0, Interior(1) 1 -0 -Oto 13-9-0, Exterior(2) 13 -9 -Oto 16-9-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fol between the bottom chord and any other members, with BCDL = 10.0psf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (it --lb) ()f uslQN 6--136,2=212. 9) This truss design requires that a minimum of 7/16° structural wood sheathing be applied directly to the top chord and % gypsum �,� �M ZHAp F'L sheetrock be applied directly to the bottom chord. J C 70068 z 9.30- 018 April 28,2017 ®WARNING • VerMy design parameters and READ NOTES ON THIS AND INCLUDED Mr7EK REFERENCE PAGE MU -7479 rev. IOM3/20/5 BEFORE USE. ! ' Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and Is 'or an individual building component, not �• 1, Mal, 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 is for M allays required 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 ANSVTPl1 Quality Criteria, DS"9 and SCSI Building Component 250 Klug Circle Job R Truss Type Oty Ply Grill/ residence i 171198 . � i '� �T.russ COMMON '` i K3142881 ' Job Reference (optional) meeks lumber, '„ redding '.. _� 8.010 s Apr 20 2016 MTek Industries, Inc. Fri Apr 2812:38:53 2017 Page 1 ID:OoLxOT8pftOctvS??axwtEzmUds-zoHAlviUsiLgAuC58VIBm1 Kzfl t27e291 S1 rKTzMBDG • • I 5-412 • 9-6-14 - 13-9-0 20-7-8 27-6-0 l j 5-412• - - 42-2 42-2 6.108 -Y �^�.� - 6-10.8. • �, - - 4x6 = ij t Scale =,1:48.9' • 12 3x6 i '18' 19 '1 6.00 ' _ °.. 3.17' '� '- 1.. � • +.- 4x4•^ • • 2x4 11 . S 6 . ... 2 1 .. 16 21 _ -• ;: . y ,. , 6j J -rte . 6x8 = 1 +4x8 + 9+ + -• 5x8 = 2x4. II , = , 4x4'=20-7-8 _ 6-0 -•µ 5-412 1 -12 8-1-8 6-10-8 6-10.8 Plate Offsets (X,Y)- {1:0-0-12.Edgel, [6:0 -M.0 -0-41,18:0-3-8.0-3-01,I9:0-3-8.0-3-01 ' LOADING (per TCLL : ' 20.0 SPACING- 2-0-0 CSL OEFL in (loc) I/deft Ud 7 t PLATES GRIP -, (Roof Snow -20.0) Plate Grip DOL• 1.15 TC 0.49 Vert(LL) 0.11 7-8 >999 240 MT20 220/195. , 0.0 Lumber DOL 1.15 BC 0.47, - Vert(CT) --0.23 8-9 >999 180 J - B�L 10.0 ' Rep Stress Incr YES WB 0.91 Horz(CT) 0.04 6 n/a n/a , BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 122 lb,,' FT = 20% 4' LUMBER- •- _ - , BRACING- , I • , TOP CHORD 2X4 DF No.1&Btr G y r ' TOP CHORD Structural wood sheathing directly applied. BOT CHORD - 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No. 1&Btr G . 1* REACTIONS. All bearings 5.7-8 except Qt -length) 6=0-5-8. x (lb) - Max Hoe 1=120(LC 41) Max Uplift All uplift 100 Ib or less at joint(s) except 1=-1061(LC 43), 6=-1881(LC 44), 9=-886(LC 43) Max Grav All reactions 250 Ib or less at joint(s) 1 except 1=1073(LC 40), 6=2237(LC 41), 9=1718(LC 56), ' } ''•' , 1 9=1317(LC 1) i + FORCES. ' (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2115/2264, 2-3=-874/1023, 3-4=-1309/967, 4-5=-26592294, 5-6=-4712/3986 + 7 BOT CHORD 1-9=-2120/2035, 8-9=1463/1723, 7.8=-20102671, 6-7=-350714168 ' { WEBS 2-9=-327/155, 3-9=-1676/1142, 3-8=-343/574, 4-8=-304/529, 5.8=-726229, 5-7=0276 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=28ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-M, Interior(1) 3-0-0 to 13-9-0, Exterior(2) 139-0 to 16-9-0 °• r zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions , shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 ` r ` 3) Unbalanced snow loads have been considered for this design. { t 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide ` will fit between the bottom chord and any other members. - 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable ofw_ ithstanding 1061 Ib uplift at joint 1, 1881 Ib uplift at , • �OFESSIO/y joint 6, 886 Ib uplift at joint 9 and 1061 Ib uplift at joint 1. _ 8) This Q F'LC truss has been designed for a total drag:load,of_6500=lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist �Q,� y,M .ZH40 drag loads along bottom chord from 0-0-0 to 27-6-0, 0.0-0 to 27-0-0 for 118.2 plf. , 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %, gypsum f c2r` sheefrock be applied directly to the bottom chord. 1 C 70068 • k r t -� ' • - 9.30- 018 - 4 , Apri128,2017 . 4 ®WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ND•7473 rev. 10/03)2015 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual buildinggcanponent, not �• - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall r t building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members oNy. Additional temporary and permanent bracing is for r r. MiT®k'.. - allays required 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 ANS1rrPI1 Orality Criteria, OSS -89 and BCSI Building Component * - 250 Klug Circle ` t '` Job Truss Truss Type Qty Ply Grilli residence 6-148 6-148 - - Plate Offsets (X,Y)-- 18:0-4-0.0-3-01 (Ib/size) 6--841/0-5-8.2=164/0-5-8. 9=1315/0-5-8 K3142662 171196 C4 Common 3 1 2-0-0 CSI. DEFL. in (loc) I/defl Ud Job Reference(optionan rneels IumDer, reaaing 8.010 s Apr 20 2016 MTek Industries, Inc. Fri Apr 2812:38:53 2017 Page 1 I D:OoLxOT8pftOcNS7?axw[EzmUds-zoHAlviUsiLgAuC58VlBm1 K?J1 v47j641 S1 rKTzMBDG -2-40 6-10-8 } 13-9-0 l 20-7-8 l 27-6-0 2-0-0 6-10-8 6-10-8 6-10-8 6.148 4x6 = L 4 Scale= 1:48.6 40 = 2x4 // - 5x8 = 2x4 11 40 = 6 d I LUMBER - 54-12 TOP CHORD 8-4-4 • _ BOT CHORD 2X4 OF No. 1&BtrG 6-148 6-148 - - Plate Offsets (X,Y)-- 18:0-4-0.0-3-01 (Ib/size) 6--841/0-5-8.2=164/0-5-8. 9=1315/0-5-8 Max Horz 2=135(LC 13) Max Uplift 6=-109(LC 14), 2=-97(LC 14), 9=-143(LC 14) LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.07 8-9 >999 240 MT20 220/195 10)0.0L TC1 Lumber DOL 1.15 BC 0.34 Vert(CT) -0.23 8-9 >999 180 BCLL 0.0• ' Rep Stress Incr YES WB 0.59 HCT Ofz() 0.03 6 Na n/a BCDL 10.0 Code IBC2015/rP12014 Matrix -AS Weight: 120 Ib FT = 20% LUMBER - TOP CHORD 2X4 OF No. 1&Btr G • _ BOT CHORD 2X4 OF No. 1&BtrG WEBS 2X4 OF No.1 &Btr G REACTIONS. (Ib/size) 6--841/0-5-8.2=164/0-5-8. 9=1315/0-5-8 Max Horz 2=135(LC 13) Max Uplift 6=-109(LC 14), 2=-97(LC 14), 9=-143(LC 14) Max Grav 6=854(LC 20), 2=195(LC 19), 9=1315(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-62/463, 3-4--786/197,4-5---794/201, 5-0=1459254 BOT.CHORD 2-9-333/106,7-8=150/1265, 6-7=-150/1265 WEBS 3-9=-1239/265, 3-8=0/576, 4-8=-7/337, 5-8=742/174, 5-7=0279 NOTES- - 1) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.Bpsf; h=25ft; B=45ft; L=28ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 13-9-0, Exterior(2) 13 -9 -Oto 16-9-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; 01=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will wit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 109 Ib uplift at joint 6, 97 Ib uplift at joint 2 and 143 Ib uplift at joint 9. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %- gypsum sheetrock be applied directly to the bottom chord. �ypFESSIO V Qq� ZHAo C 70068 * EW 9-2018 April 28,2017 ®WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M0.7477 rev. 10/072015 BEFORE USE. • Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, 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 property damage. For general guidance regarding the , fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIt Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle '4 ,' t Job ' , ' , - .. Oty . 278 I l I • 2-0-0 .6.10-8 6-10-8 6-7-12 - ]Truss ' s: �..-�� •X �. rte. .�'i • 4x6 — - .., 7,u:Type �� [lyTGril[RiresidencA r 13142663 171196 C5 �. • 5 `-• , -. 17-. 20• 12 • ., ... • - 4x4 .. 4x4 - eference o tions meeks lumber, redding » 4 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:38:54 2017 Page 1 ' .+ •.. ID:OoLxOT8pftOctvS??axwtEzmUds-R?rYVFj6d0Uho2nliDGOIFt9COFPsCz8G6nPsvzMBDF -2-0.0"6-148 13-9-0 20-4-12 - . 278 I l I • 2-0-0 .6.10-8 6-10-8 6-7-12 - I 6-7-12 - , • , ' s: �..-�� •X �. rte. .�'i • 4x6 — - .., ;: • . , Scale= 1:51.3 •1 4. X6.00 - . 19 �, ..•r `-• , -. 17-. 20• 12 • ., ... • - 4x4 .. 4x4 - 21 61 e" • , . _ • 4x4 =, - ' _ . 2x4 // l 5x8 =_ - .. 2x4 11 ' ,� • - - 4x4 =_ a 4 ti�•,t �'_ : i„ 3x10 II .. I 5-4-12 13-9-0 27-118 - - 5-4-12 8-4-4 6-7-12 6-7-12' Plate Offsets (X Y)-- 16:0-3-0Edgel [6:0-0-0.0-1-121,[8:0-4-0,0- 01 Z- LOADING (psi) TCLL TCLL20.0 SPACING- 2-0-0 CSI. - "DEFL in (loc) Vdefl- + Ud PLATES GRIP _ (Roof Snow 20.0) - Plate Grip DOL 1.15 TC 0.37 Vert(LL) •-0.07 8-9 >999 240 MT20 220/195 10.0 Lumber DOL 1.15 BC 0.34: Vert(CT) -0.22 8-9 >999 180 Y • Y • `_ BOLL ' a Rep Stress lncr YES WB 0.49 Horz(CT) 0.026 Na , n/0- r - • - BCDL 10.0 Code IBC2015/rP12014 Matrix -AS z, * _ Weight: 120 Ib FT --'20% LUMBER- BRAGNG- - r TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. i l _. BOT CHORD 2X4 DF No. 1&Btr G f '< BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF N6.1&BtrG WEDGE ' " - Right: 2x4 DF No.1&Btf -G ,• r ' ~ ' REACTIONS.. (Ib/size) t 2=195/0-5-8, 9=1259/0-5-8, 6=829/Mechanical Max Horz 2=133(LC 13) Max Uplift 2=-102(LC 14), 9=-134(LC 14), 6=-108(LC 14) • Max Grav 2=217(LC 19), 9=1259(LC 1), 6=841(LC 20) l: FORCES., (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD ' 2-3=-43/395, 3-4=-780/196, 4-5=-779204, 5-6=-1360245 ^r BOT CHORD 2-9=-281/90.7-8=-142/1156, 6-7=-142/1156 WEBS 3-9=-1180/249, 3-8=0/533, 4-8=-10/331, 5-8=638/157 C " NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=27ft; eave=4ft; Cat. ' 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-"to I -M, Interior(1) 1 -0 -Oto 13-9-0, Exterior(2) 13 -9 -Oto 16-9-0 r .1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL --1.60 plate grip DOL=1.60 ► 4 + - 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 - r 3) Unbalanced snow loads have been considered for this design. , 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load o1`20.0 psf on overhangs non -concurrent with other live loads. ' . a - 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-" wide - fit between 'Q �OFESSIO/V will the bottom chord and any other members. . , •. w - ZNAO F2C - 7) A plate rating reduction of 20% has been applied for the green lumber members. t 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 102 Ib uplift at joint 2, 134 Ib uplift at joint 9 and 108 Ib uplift at joint 6. • . J " C 70068 z ., 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum c sheetrock be applied directly to the bottom chord. - ' EXP. 940-2018 , :a i' ' April 28,2017 ®WARNING • Verfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO 10103,2015 -7473 rev. BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shorn, and Is for an Individual building component, not - - ®�• e truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Y i�'� building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is for r WOW' always required stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the • • fabrication, storage, tlelivery, erection and bracing Of trusses and truss systems, see ANSVTPII Quality Criteria, OSS -89 and SCSI Building Component. ^'r >,', 250 Klug Grde 44 ,�. Job Truss Truss TypeOty DEFL. in (loc) I/deft L/d Vert(LL) -0.07 8-9 >999 240 Vert(CT) -0.22 8-9 >999 180 Horz(CT) 0.02 6 n/a n/a Ply Grilli residence TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 OF No. 1&Btr G K3142684 1711913 CB Common 1 1 (lb) - Max Horz 2=133(LC 13) Max Uplift All uplift 100 Ib or less at joints) except 2=-102(LC 14), 9=-134(LC 14), 6=-108(LC 14) Max Grav All reactions 250 Ib or less atjoint(s) 2, 2 except 9=1259(LC 1), 9=1259(LC 1), 6=841(LC 20) Job Reference (optional) meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:38:55 2017 Page 1 I D:OoLxOT8pftOclvS??axwtEzmUds-vBPxjbkkOKcXOCMUFwnfrSOKxgbebfDHUmWyOLzMBDE I -2-0-0 1 6-10-8 + 13-9-0 } 20.4-12 I 27-0-8 2-0.0 6-10-8 6-10-8 6-7-12 6-7-12 4X6 = Scale = 1:51.3 9 5x8 = 2x4 II 4x4 = 4x4 = 3x10 11 LOADING (psf) TCLL 20.0 (Roof Snow --20.0) 10) BCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/rP12014 CSI. TC 0.37 BC 0.34 WB 0.49 Matrix -AS DEFL. in (loc) I/deft L/d Vert(LL) -0.07 8-9 >999 240 Vert(CT) -0.22 8-9 >999 180 Horz(CT) 0.02 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 120 lb FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 OF No. 1&Btr G WEDGE Right: 2x4 OF No.t&Btr -G REACTIONS. All bearings 5-7-8 except Cit --length) 6=Mechanical. (lb) - Max Horz 2=133(LC 13) Max Uplift All uplift 100 Ib or less at joints) except 2=-102(LC 14), 9=-134(LC 14), 6=-108(LC 14) Max Grav All reactions 250 Ib or less atjoint(s) 2, 2 except 9=1259(LC 1), 9=1259(LC 1), 6=841(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-43/395, 3-4=-780/196, 4-5=-779/204, 5-6=-1360/245 BOT CHORD 2-9=-281/90; 7-8=142/1156, 6-7=-142/1156 WEBS 3-9=-1180/249,3-8--0/533, 4-8=-10/331, 5-8=-638/157 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=27ft; eave=oft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, Intericr(1) 1-0-0 to 13-9-0, Exterior(2) 13-9-0 to 16-9-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-00 tall by 2-0.0 wide FESSION will fol between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the lumber members. ZH Q, A FC green 0 8) Refer to girder(s) for truss to truss connections. ��OQ 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 Ib uplift at joint 2, 134 Ib uplift at Um joint 9, 108 Ib uplift at joint 6 and 102 Ib uplift at joint 2. C 70068 ;o 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. EXP. 9-30-2018 * CIVIL F CA��F�� April 28,2017 WARNING • VeAfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MO -7413 rev. 10/038015 BEFORE USE. • Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, see ANSUTP11 Quality Criterla, OSB -89 and BCSI Building Component 250 Klug Circle Job Pus!Truss Type �Qty Ply Grilli residence .K3142685 171196 ". F Common 7 1 ' Job Reference meeks lumber, redding �, . F' , 8.010 s Apr 20 2016 MTek Industries, Inc. Fri Apr 2812:38:56 2017 Page 1 ID:OoLxOT8pftpcNS??axwtFimUds-ONzJwxlMgdkOlLxgpoluNgyU?EvYKCNRjpGVwozMBDD , - -2-0-0 -. - 6-10.8 13-9-0 _ 20-412 27-0-8', l I . I 2-0-0 „r 6-10-8 6-10-8 6-7-12 • 6-7-12' • ' - Scale = 1:48.7 ' • s 4x6 - i 18 1 �. •. _ ' 17 . .. •.4 6.00 12 16 a - 2x4 \\ �. _ 2X4.// o tions ' Job Pus!Truss Type �Qty Ply Grilli residence .K3142685 171196 ". F Common 7 1 ' Job Reference meeks lumber, redding �, . F' , 8.010 s Apr 20 2016 MTek Industries, Inc. Fri Apr 2812:38:56 2017 Page 1 ID:OoLxOT8pftpcNS??axwtFimUds-ONzJwxlMgdkOlLxgpoluNgyU?EvYKCNRjpGVwozMBDD , - -2-0-0 -. - 6-10.8 13-9-0 _ 20-412 27-0-8', l I . I 2-0-0 „r 6-10-8 6-10-8 6-7-12 • 6-7-12' • ' - Scale = 1:48.7 ' • s 4x6 - i 18 1 �. •. _ ' 17 . .. •.4 6.00 12 16 a - 2x4 \\ �. _ 2X4.// 20 ' Y-• tr 8 ' 21 .. 22 .7 + - • ., 5x8 = - 4.4 = - 4x4 = t , ' t 5x8 = .. -. • " I • 9.0.3 - 18-0.5 27-0.8 I 30-3 9b3 9-0.3 _ PlateOffsets(X/Y)- f8:0-4-0.0.3-41 LOADING'(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud • PLATES { GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.42 - Vert(LL) -0.22 7-8 >999 240 MT20 � .220/195 BCDL 10.0 Lumber DOL 1.15 BC 0.49 Vert(CT) -0.45 7-8 >714 180 I BCLL 0.0 ' Rep Stress Incr YES WB. 0.11 Horz(CT) 0.06 6. n/a n/a t ' BCDL 10.0 Code' [BC2015frP12014 Matrix -AS Weight: 114 1b , FT = 20%^ LUMBER- BRACING- y r TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. 1 BOT CHORD 2X4 OF No. 1&Btr G BOT CHORD , Rigid ceiling directly applied. + WEBS 2X4 OF No.1&Btr G WEDGE t • f F �.L ' Right: 2x4 OF No.1&Btr-G ' REACTIONS. (Ib/size) 2=1206/0-5-8, 6=1077/Mechanical ' • r r., Max Horz 2=133(LC 13) } Max Uplift 2=-210(LC 14), 6=-134(LC 14) " 'FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.. 'TOP CHORD' 2-3=-1906/311, 3-4=-1694/321, 4-5=-1605/327, 5-6=-1813/321 f BOT CHORD 2-8=-222/1657.7-8=-81/1063.6-7=-210/1556 WEBS 3-8=-438/180.4-8=78/706.4-7=-65/617. 5-7=-412/170 ; NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=27ft; eave=4ft; Cat. „• 11; Exp C; enclosed; MWFRS (directional) and C -C Extedor(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 13-9-0, Exterior(2) 13 -9 -Oto 16-9-0 ' zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions ' > shown; Lumber DOL=1.60 plate grip DOL=1.60 r J • 2) TCLL: ASCE 7-10; PF --20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1.1 + 3) Unbalanced snow loads have been considered for this design. , 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. " 5) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads.' .6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with SCOL = 10.Opsf. OFESS10 7) A plate rating reduction of 20% has been applied for the green lumber members. ' 8) Refer to girder(s) for truss to truss connections. ZHA F'L�, Provide �k,� �,M p , 9) mechanical connection (by others) of truss to bearing plate capable of withstanding 210 Ib uplift at joint 2 and 134 Ib uplift at 6. 2 ' joint 10) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and I/T gypsum U C 70068 sheetrock be applied directly to the bottom chord. - r - - 9-3 8 '' •, -+' -�'` ;• - ...- - -•_ F OSP April 28,2017 • .- ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE Mg -7473 rev. 10/11MIS BEFORE USE. - Design valid for use only with MTek® eormectors. 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 property Incorporate this design into the overall a�• v a building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A r MiT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the labdcatlon, storage, delivery, erection and bracing of trusses and truss systems, see_ ANSVTPi1 Quality Criteria, DSB•89 and SCSI Building Component •. - 250 Klug Circle L•a l'aF, •f• ♦ *1, r ♦ - , 1•x'7 }L ' � •'i �• f - .' 'y ' ' -. •, -TA• Ifr ` •, r • + T. �` ry Job Truss Truss Type " Oty Ply Grilli residence , PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.30 Vert(LL) 0.00 ' 1 n/r 120, K3142666 171196 Lumber DOL , 1.15 COMMON SUPPORTED GAB , 1 1 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 ' ll Job Reference o tions e 1. LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.30 Vert(LL) 0.00 ' 1 n/r 120, MT20 220/195 !Y Lumber DOL , 1.15 BC 0.25 Vert(CT) -0.01 1 • n/r 120 ` BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(CT) 0.02 , 31 n/a n/a ll Code IBC2015frP12014 _ meeks lumber, wedding _ Weight: 171 Ib FT = 20% s 8.010 s Apr 20 2016 M7ek Industries, Inc. Fri Apr 2812:38:58 2017 Page 1 TOP CHORD' 2X4 DF No.1&Btr G + + ,TOP CHORD Structural wood sheathing directly applied or 44-5 cc pudins. ' BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 4-8-15 oc bracing. ' OTHERS. 2X4 DF No. 1&Btr G q I D:OoLxOT8pftOcNS77axwtEzmUds-Km53LdmchF-6Hf53x2LMT52sJ2ffo7ZkAklc7gzMBDB 1 2-0-0 (lb) - Max Horz 2=135(LC 13)� ' 13-9-0 27-6-0 , - 2-0-0 13-9-0 .. _ 13-9-0%- 25, 24, 23 except 22=1082(LC 40), 2=1135(LC 53) h ~ , l "FORCES. , (lb) - Max. Comp./Maxx Ten - All forces 250 (lb) or less except when shown. - w • �- u ', • ' i TOP CHORD ` - 2-3=-2355/2313, 3-4=-1946/1922, 4-5=-1719/1699, 5-6=-1495/1476, 6-7=-1271/1254,' ' rte - -Scale= 1:49.2 !. f. 17-18---1230/1269,18-19---1449/1455,19-20=-1672/1653, 20-21=-1899/1871, r ' 21-22=-2354/2273 - - { - 4x4 ,aN' • �t, -•; 30-31=-338/427, 29-30=-532/621, 28-29=-726/815, 27-28=-920/1009; 26-27=1114/1203, , 25-26=-1307/1397, 24-25=-1482/1591, 23-24=1695/1765, 22-23=-2001/2124. t • OTES NOTES-y 11) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=28ft; eave=2ft; Cat. .. II; Exp C; enclosed; MWFRS (directional) and C -C Comer(3) -2-0-Oto 1-0-0, Exteriar(2) 1 -0 -Oto 13-9-0, Corner(3) 13 -9 -Oto 16-9-0 11 12 13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MIAFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 �\ _' �OFESSION •� '� 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Q Gable End Details as applicable, or consult qualified building designer as per ANSIfrP1 1. ��O ,�,M ZHAO Fyc 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 ' 4) Unbalanced loads x.'10 snow have been considered for this design. �, U C 70068 m 5) This truss has been designed for greater of min roof live load of 18.0 psf or, 1.00 times flat roof load of 20.0 psf on overhangs e 9 44 15 ' non -concurrent with other live loads. 6.00.F12 43 6) All plates are 2x4 MT20 unless otherwise indicated. 4616 9-30- 18 , 7) Gable requires continuous bottom chord bearing. 4 8 8) Gable studs spaced at 1-4-0 cc. - s r P 9) This truss has. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 10) 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. 11) A plate rating reduction of 20% has been applied for the green lumber members. tel' ®WARNING - Ved* design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MX7473 rev. IOM312015 BEFORE USE. ' « Design valid for use only with MRek® connectors. Thus design is based only upon parameters shown, and is for an Individual building component, not 17 a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall • ., •�• :+. - t - building design. Bracing Indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing i - MIT®K• t t - 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 ANSUTPII Quality Criteria, DSS -99 and SCSI Building Component 250 Klug Circle ' ,. 6 �� 18 . n •-� •,r, S 19.• -� f ' 20 . 4 47 . 21 22 • cs 2 .- 4x4 = 41 , - ' 40 _ 39 38 37 36 35 34 33 - . 32 .31 . 30 29 28 27 26 25 24 23 4x4 = r ' �' 5x8 * 27-6-0 Plate Offsets (X,Y)— [2:0-1-8,Edne1. [12:0-2-0.Edgel [22:0.1.8 Edge]. [37:04-0 0-0-41 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.30 Vert(LL) 0.00 ' 1 n/r 120, MT20 220/195 BCDL 10.0 Lumber DOL , 1.15 BC 0.25 Vert(CT) -0.01 1 • n/r 120 ` BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(CT) 0.02 , 31 n/a n/a BCDL ^ 10.0 Code IBC2015frP12014 Matrix -S _ Weight: 171 Ib FT = 20% s LUMBER- r f • BRACING= TOP CHORD' 2X4 DF No.1&Btr G + + ,TOP CHORD Structural wood sheathing directly applied or 44-5 cc pudins. ' BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 4-8-15 oc bracing. ' OTHERS. 2X4 DF No. 1&Btr G q REACTIONS. All bearings 27-6-0. (lb) - Max Horz 2=135(LC 13)� ' _ Max Uplift All uplift 100 Ib or less at joint(s) 33, 34, 35, 36, 38, 39, 40, 41; 30, 29, 28, 27, 26, 25, 24, 23 except 22=1013(LC 39), 2=1129(LC 44) Max Grav All reactions 250 Ib or less at joint(s) 32, 33, 34, 35, 36,38, 39, 40, 41, 31, 30, 29, 28, 27, 26,- 25, 24, 23 except 22=1082(LC 40), 2=1135(LC 53) h ~ , l "FORCES. , (lb) - Max. Comp./Maxx Ten - All forces 250 (lb) or less except when shown. - w • �- u ', • ' i TOP CHORD ` - 2-3=-2355/2313, 3-4=-1946/1922, 4-5=-1719/1699, 5-6=-1495/1476, 6-7=-1271/1254,' . 7-8=-1047/1043, 8-9=823/856, 9-10=-611/674, 10-11=-408/514, 11-12=-187/294, ` 12-13=•187/298,13-14=-408/532,14-15= 611!710,15-16=-818/896,16-17=-1024/1083, - ' r f. 17-18---1230/1269,18-19---1449/1455,19-20=-1672/1653, 20-21=-1899/1871, r ' 21-22=-2354/2273 BOT CHORD 2-41=-2035/2090, 40-41=-1695/1785, 39-40=-1501/1571 �38-39=-1307/1397, 36 -38= -1114/1203,35 -36=-920/1009,34-35=-726/815,33-34=-532/621,32-33=338/427, '' -•; 30-31=-338/427, 29-30=-532/621, 28-29=-726/815, 27-28=-920/1009; 26-27=1114/1203, , 25-26=-1307/1397, 24-25=-1482/1591, 23-24=1695/1765, 22-23=-2001/2124. t • OTES NOTES-y 11) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=28ft; eave=2ft; Cat. .. II; Exp C; enclosed; MWFRS (directional) and C -C Comer(3) -2-0-Oto 1-0-0, Exteriar(2) 1 -0 -Oto 13-9-0, Corner(3) 13 -9 -Oto 16-9-0 ` zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MIAFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 �\ _' �OFESSION •� '� 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Q Gable End Details as applicable, or consult qualified building designer as per ANSIfrP1 1. ��O ,�,M ZHAO Fyc 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 ' 4) Unbalanced loads • 2 snow have been considered for this design. �, U C 70068 m 5) This truss has been designed for greater of min roof live load of 18.0 psf or, 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 9-30- 18 , 7) Gable requires continuous bottom chord bearing. 4 * *• 8) Gable studs spaced at 1-4-0 cc. - s r P 9) This truss has. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 10) 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. 11) A plate rating reduction of 20% has been applied for the green lumber members. April 28,2017 ®WARNING - Ved* design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MX7473 rev. IOM312015 BEFORE USE. ' « Design valid for use only with MRek® connectors. Thus 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 andlor chord members only. Additional temporary and permanent bracing i - MIT®K• t t - 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 ANSUTPII Quality Criteria, DSS -99 and SCSI Building Component 250 Klug Circle ' _ Job • Truss Truss Type Qty PlyGrilli residence � 13) This truss has been designed for a total'drag:lb-ad_of_�4000:Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-" to 27-6-0, 0-" to 27-6-0 for 72.7 plf. K3142666 171196 • C813 COMMON SUPPORTED GAB ' 1 1 ' .. • - it , i ' # Job Reference o tiona masks lumber, .• redding - 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:38:59 2017 Page 2 ID:OoLxOT8pftQclvS77axwtEzmUdsoyeRZynESY6zupgFUmsb71a13R9uXaptPOUAX6zMBDA s ' NOTES- OTES 12) 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 33, 34, 35, 36, 38, 39, 40, 41, 30, 29, 28, 27, 26, 25, 24, 23 except (V -1b)-22=1013, 2=1129. 13) This truss has been designed for a total'drag:lb-ad_of_�4000:Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-" to 27-6-0, 0-" to 27-6-0 for 72.7 plf. / .. • - it , i ' # � -' yli !• � s •. � �', . ` .. � r y •eerie•. ` • r* r ' ®WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MD 101=015 BEFORE USE. -7479 rev. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not �• r - 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 r . Is ahva s required torr stability and m revert collapse with possible personal in and - Y tl Y P ap D p jury property damage. For general guidance regarding the r fabrication, storage, delivery, erection and bracing ortrusses and truss systems, see ANSUTPI1 quality Criteria. DSS•b9 and SCSI Building Com _ 9 poneM.' r, - 250 KIu9 Ciicle a Job Truss Truss Type Ory Ply Grilli residence PLATES GRIP (Roof Snow=2 00 • Plate Grip DOL 1.15 TC 0.50 K3142667 171196 D1 Piggyback Base 5 1 BC 0.52 Vert(CT) -0.5310-11 >484 180 • 10.. TCDL 1 BCLL 0.0 ' Rep Stress Ina Job Reference o tions meexs hummer, recmng 8.010 s Apr 20 2016 MiTek I 6-5-4 I 12-10-7 I 19-3-11 I 23-4-6 } 28-0.3 6.5.4 6-5-4 6-5-4 4-0-11 4-7-13 8x8 = 6.00 }2 4x6 = 20 5 21 6 22 Inc. Fri Apr 28 12:39:00 2017 Page 1 4-7-13 2-0.0 ' Scale = 1:66.0 LX4 11 4x4 = 4x6 40 = 5x8 = 3x10 = = LOADING (psf) TCLL 20.0 SPACING- 2-M CSI. DEFL, in (loc) I/defl Ud PLATES GRIP (Roof Snow=2 00 • Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.21 10-11 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.52 Vert(CT) -0.5310-11 >484 180 10.. TCDL 1 BCLL 0.0 ' Rep Stress Ina YES WB 0.87 Horz(CT) 0.02 10 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -AS Weight: 201 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF N0.1&Btr G TOP CHORD - Structural wood sheathing directly applied, except end verticals. BOT CHORD 2X4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1&Btr G WEBS 1 Row at midpt 5-12, 5-11, 6-11, 7-10 REACTIONS. (lb/size) 2=527/0-5-8,13--141310-5-8, 10=940/0-5-8 Max Hoa 2=289(LC 13) Max Uplift 2=-154(LC 14), 13=-159(LC 14), 10=-179(LC 14) Max Grav 2=548(LC 31), 13=1890(LC 31), 10=1329(LC 31) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-435/62, 3-4=83/381, 4-5=-718/244, 5.6=576/262, 6-7=-730250, 8-10=-456209 BOT CHORD 2-14=-86/353,13-14=97/329,11-12=-74/534, 10-11=-85/503 WEBS 3-13=-603/126, 4-13=1435280, 4-12=-23/504,7-10=-916/124 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Extehor(2) -2-6-0 to 0-6-8, Interior(1) 0-6.8 to 19-3-11, Extehor(2) 19-3-11 to 23-4-6, Interior(1) 28-1-3 to 3448-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt --lb) 2=154,13--159,10--179. 10) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MrrekO connectors. This design is based only upon parameters shown, and is for an Individual building component, net a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall balding design. Bracing indicated Is to prevent buckling of individual truss web andfor chord members ordy. 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, deWery, erection and bracing of trusses and truss systems, see ANSIrrPI1 quality Criteria, DS"9 and BCSI Building Component re C 70068 EWA LI April 28,2017 M1, WOW 25010ug circle meeks lumber, redding . •. • . " +F c^ ! r. •, i Job ? �; Truss v •.Y Truss Type # Oty "Ply 3-11-1 I_ 4-0-11 4-7-13 4-7-13 - 2-0.0 Grilli residence ` �, •f "- Rep Stress Incr YES a 1 1(3142668 • _, r Scale 1:66.6 - 171198 f _ . D2 '. '` Piggyback Base 15 7 1 ' LUMBER- BRACING- 6.00 ' - i j 12. 24 6 25 7 26 Job Reference (optional)f r meeks lumber, redding . •. • . " +F c^ ! 11-58 - 15.4-9 8.010 s Apr 20 2016 Mi -Tek Industries, Inc. Fri Apr 28 12:39:01 2017 Page 1 ID:OoL•xOT8pftOclvS77axwtEzmUd&*LmCzeoV AM h87pecBu34jgLcFcn?FEAtizGc?zMBD8 19311 23-4-6 - 28-0-3 32-8-0 34-&0 I ' PLATES GRIP + 12 i 58-12 311-1 3-11-1 I_ 4-0-11 4-7-13 4-7-13 - 2-0.0 MT20 220/195 ' r ' 165/146 ` �, _MT20HS : ' "- Rep Stress Incr YES a WB 0.96. • _, r Scale 1:66.6 BCDL 10.0 Code IBC2015/TPI2014 'c. Weight: 171 Ib FT = 20%' ' LUMBER- BRACING- 6.00 4X6 — , _ ) _ • � , i j 12. 24 6 25 7 26 - REACTIONS. (Ib/size) 2=508/0-5-8,16-1448/0-5-8, 11=924/0-5-8 ! ' t } ,• • - 4x6 i' 1+ - r r FORCES. , (Ib) -Max.. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. _ .. i•� 7 TOP CHORD ' 2-3=-394/35, 3.4=1031964, 4-5=-67)943, 5-6=1649241, 6-7=-2010/279, 27 3x16- . • 5x12 MT20HS 9 23 5 • - 828 WEBSy ' WEBS 1 15-17=-75/390, 3-15=1052/148, 5-15=-2349/335.9-14=0/581, 6-13=-89/838, t(. 1 r• t ' t 7-13=-88/419, 7-12=0/388, 8-12=-45/325, 8-11=2106/341 22 2.5x5 11 , • - l - 4 _.' 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=33ft; eave=4ft; Cat. 13 2930. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-6-Oto 0-6-8, Interior(1) 0-6-6 to 19-3-11, Exterior(2) 19-3-11 to _ i - i; ,} i •d s' 1 234-6, Interior(1) 27-11-13 to 34-8-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members" 14 ' 5x8 12 - - 4x4 r, + • 4x4 �" . •. , r 3) Unbalanced snow loads have been considered for this design. ' 4) This truss has been designed for live of r 4x4 a _ io - greater of min roof load of 18.0 psf or 1.00 times flat roof load 20.0 psf on overhangs non-concurrentwith other live loads.- A 21 5) Provide adequate drainage to prevent water ponding. _ ll - • Otic a psf chord live load nonconcurrent with any other - • 5 . 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-M 0 wide fit between 4.00 12 ..• • .. 4x6 zz will the bottom chord and any other members. ti, 70068 12 A. 9) A plate rating reduction of 20% has been applied for the green lumber members. «. •- •.rt"• �_� hit '"�'.^ t - ' •k .z. *' t. �, * 2=145, 16=165, 11=182. r- ,12) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and W gypsum be directly to bottom ,• sheetrock applied the chord. +, .A 17 16 April 28,2017' • `•-i. - • 1 = 2x4 11, , . .. 1 - .. 1 4 .. s 4X4 —_ _4x4 . ' • 12 12 19-3-11 , -, �• _ b 58-12 56-0 IM 2 7-10-3 2-6-5 1-6-6 9-310 LOADING (per: [:r TCLL 20.0' _ _ SPACING- 2-0-0 CSI: r DEFL. in (loc) I/defl Ud I ' PLATES GRIP + r (Roof Snow=20.0) Plate Grip DOL_ .1.15 Lumber DOL 1.15 TC . 0.43 BC 0.48 Vert(LL) -0.14 11-12 >999 240- ' Vert(CT) MT20 220/195 ' r ' 165/146 10.0 ,` -0.45 .11-12' >566 180' _MT20HS : ' LL * BCD Rep Stress Incr YES a WB 0.96. Horz(CT) 0.20 11 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 171 Ib FT = 20%' ' LUMBER- BRACING- - Lexcept TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD - ., •Structural wood sheathing directly applied, end verticals. + 1 - BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied. j WEBS -. 2X4 DF No.1 &Btr G ' REACTIONS. (Ib/size) 2=508/0-5-8,16-1448/0-5-8, 11=924/0-5-8 ! ' t Max Horz 2=188(LC 13) ' • 1 , Max Uplift 2=-145(LC 14), 16=-165(LC 14), 11=-182(LC 14) 1 ` - ' Max Grav 2=525(LC 33), 16=1938(LC 31), 11=1305(LC 31) s FORCES. , (Ib) -Max.. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD ' 2-3=-394/35, 3.4=1031964, 4-5=-67)943, 5-6=1649241, 6-7=-2010/279, 7-8=-2090/245, 9-11=488/175 BOT CHORD 2-17=-59/310.15-16=-1889f277. 4-15=-528/122, 14-15=-137/1035, 13-14=-68/1446, 2-13=-61/1833,11-12=-226/1858• 12-13=-61/1833,11-12=-226/1858'- WEBSy ' WEBS 1 15-17=-75/390, 3-15=1052/148, 5-15=-2349/335.9-14=0/581, 6-13=-89/838, t(. ' ` t 3 r• t ' t 7-13=-88/419, 7-12=0/388, 8-12=-45/325, 8-11=2106/341 - R. •t. ' NOTES . ... f -; / _.' 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=33ft; eave=4ft; Cat. r( 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-6-Oto 0-6-8, Interior(1) 0-6-6 to 19-3-11, Exterior(2) 19-3-11 to 1 234-6, Interior(1) 27-11-13 to 34-8-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members" and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 r 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1' �" . •. , r 3) Unbalanced snow loads have been considered for this design. ' 4) This truss has been designed for live of greater of min roof load of 18.0 psf or 1.00 times flat roof load 20.0 psf on overhangs non-concurrentwith other live loads.- A 5) Provide adequate drainage to prevent water ponding. FESSION 6) All plates are MT20 plates unless otherwise indicated. { 7) This truss has been designed for 10.0 bottom live loads. ' - • Otic a psf chord live load nonconcurrent with any other - • ��oe �,M ..Z p 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-M 0 wide fit between �Z will the bottom chord and any other members. " 70068 9) A plate rating reduction of 20% has been applied for the green lumber members. `C 10) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. ; • r- • E -30.2018 *' 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=1b) 2=145, 16=165, 11=182. r- ,12) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and W gypsum be directly to bottom ��\P sheetrock applied the chord. +, F cp&\F ,� ` . { • r ` ^ . �, April 28,2017' ®WARNING - vertry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M0.7473 rev. 10/038015 BEFORE USE. �• 1 t Design valid for use only with Mirek®eonnecors. This design is based only upon parameters shown, and Is Wan individual building component, not i `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 - MIT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the - -' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSB -89 and SCSI Brdlding Component T - ek 5 250 Klug Circe . e .• �Y �~. m. • at r.d..` :1 ,.-`y .. J.' �r .' _ .' , ,~k .^ ••; :t '7` 1 _ Job 4 '* Truss Type tyPlyGrilli residence D3`D�•. • GABLE 1 1 ' t • � K3142669 171198]Truss Job Reference o tions _ meeks lumber, ' redding • 8.010 s Apr 20 2016 MTek Industries, Inc. Fri Apr 2812:39:06 2017 Page 1% r. ID:OoLxOT8pftOdvS79axw1EzmUds-5Ja51Msdpi_EuibPkUEnnNAXGJsgXHvO h1HCzM_BD3 -2-6 0". ' 6-8.12 � 11-5-8 15-4-9 19-311 � - • 23.4 28 3 1 32-8-0' • s r. � • r I I I • 2-6-0 5-8.12 - 5.8-12 r 3-11-1 3-11-1 4-0.11 4-7-13 _ I i 4-7-13 2-0-0 •�' • ...,�+ 1 • .. L. • .. .. - ,r �.' 5x8 = ,. , Scale= 1:70.2. . � - � _ : g.. — .. • • 4 . • �, ♦ Y• 4• - • 6.00 t12 4x4 73 4x4 � 2 71 6 72 7 3x6 - ., • 4; - - 12x12 4x4 is r r - - i • f r 6x8 // - ( 12x12 3x6 G 70 5 74 8- .. 5x8 II 3x6• 69 69- 3x6 i • .. r. •• :� 3x6 � 4 13 12 75' f 3x6 i 14 5x8 = 976 '. . • ' • � ; - 5x8 \� 4;4'- 4x4 - 10 $ . 1 8x6 , 66 3 • .. •y 4x4 ,• + ,1 ; 4 ... - O 4.00 12 ., 5x8 12 67 .61 17 16 3x6 II 6x8 4x4 = 1 .. • , V 11-2-12 111 2 •. 5.8-12 5-6-0 0.- 2 - 7-10.3 2-6-5 1-6-6 9-3.10 ` r , Plate Offsets (X,Y)-- , [2:0-2-13, Edge], [3:0-5-0,0-2-4], (5:0-5-4,0-6-8], [6:0-6-0,0-2-8], [7:0-6-0,0-2-8], [8:0-5-0,0-1-8], [8:0-2-12,0-0-4], [11:Edge,0-2-3], [15:0-5-12,Edge], w ' • [27:0-1-9.0-1-01 [51:0-4-00-5-01 - LOADING (psf) TCLL 20) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.13 11-12 >999 240 MT20 220/195 (Roof Snow=20.0) r TCOL . 10.0 Lumber DOL 1.15 BC 0.49 . Vert(CT) -0.44 11-12 >583 180 v r - BCLL 0.0 Rep Stress lncr YES WB 0.91 Horz(CT) 0.19 11 n/a n/a ( r, BCDL 10.0 " 'Code IBC2015/TP12014 Matrix -AS z Weight: 260 Ib FT = 20% LUMBER- BRACING - TOP CHORD • 2X4 OF No.1&Btr G .. a TOP CHORD Structural wood sheathing directly applied, except end verticals. ' BOT CHORD 2X4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied., t WEBS 2X4 OF No. 1&Btr G WEBS " 1 Row at midpt 8-11 r' • • I ` Z • OTHERS 2X4 OF No. t&Btr G s REACTIONS. (lb/size) 2=511/0-5-8.16--1443/0-5-8. 11=923/0-5-8 . Y • �J Max Horz 2=189(LC 42) r ` ^ Max Uplift 2=1342(LC 44), 16=-455(LC 45), 11= 854(LC 45) Max Grav 2=1417(LC 53), 16=1935(LC 69), 11=1356(LC 30) FORCES' (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. +~ „ TOP CHORD 2-3=-2593/2345, 3-4=1627/2019, 4-5=-701!1152, 5-6=-1774/949, 6-7=-2091/999, r 7-8=-2728/1680;8-9=-1086/958,9-11=-632/327 + �, r BOT CHORD . 2-17=-21432288, 16-17=-1203/1084, 15-16=-1882/835, 4-15= 662251, ' ' r ,' , h 14-15=-1275/1601, 13-14=-753/1667, 12-13=-445/1808, 11-12=-18662685 WEBS 15-17=-168/381, 3-15=-1023/402, 5-14=-482/956, 6-14=-382/357,6-13=-399/943, _ _ 7-13=-6701776, 7-12=-235/532, 8-12=-761/936, 8-11=-28152105, 5-15=-2419/1485 NOTES- y 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=33ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-6-0 to 0-9-3, Interior(1) 0-9-3 to 19-3-11, Exterior(2) 19-3-11 to s t• 23-4-6, Interior(1) 28-0-3 to 34-8-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and '.'` forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ' • c S 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry r • Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 r` FESSION 4) Unbalanced snow loads have been considered for this design. , ' Q '� , ZH40 S) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs , ; - �M non -concurrent with other live loads. 6) Provide drainage r ' =��O adequate to prevent water ponding. 7) All plates are 2x4 MT20 unless otherwise indicated. J C 700681 _ 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. r' • 9-3 10) • 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 r will fit between the bottom chord and any other members. trT Q 11) A plate rating reduction of 20% has been applied for the green lumber members.; 12) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify + �� • capacity of bearing surface. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) t@adM 11=854 April 28,2017 ®WARNING • Verfry design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE INTI -7073 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an Ind'Mtlual 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 andlor Mord members o.Jy. Additional temporary and permanent bracing , •r • Is ' IVIiT®k� ' allays required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding Me j fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component v ' 250 Klug Circle - v - / •} 5-M. ` •• r ' �. -� _ .. ... �� ., ,`• +j + , a. , D3`D�•. • GABLE 1 1 ' t • � � Job Reference o tions _ r Job T- Type Q� ty Grilli residence • r .. .. r D y � i • FGABLE [ly ..a t K3142689nrss 171198 D3D; t 1 • JobReference (optionallr . meeks lumber, redding * 8.010 s Apr 20 2016 M7ek Industries, Inc. Fri Apr 2812:39:06 2017 Page 2 , - I D:OolxOT8pftOctvS??axwtEzmUds.5Ja51 Msdpi_EuibPkUEnnNAXGJsgXHvO_h1 HCzMBD3 OTES NOTES- 14) 14) This truss has been designed for a total -drag -load ofZ000-Ibb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 32-M, 0-0-0 to 32-8-0 for 107.1 plf. r' 15) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. 'L•, ' '� � • ' f• -- a .' .. - r � \ ®WARNING • Ved1je design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AIB -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual buildin Bcompme t, not Y - �! - -. a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this desi n Into the owratl' _ �► A buDoing design. Bracing indicated is to prevent buckling of individual trussweb ands chord members only. Additional temporary and permanent bracing 'y'IT®k• is allays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the. fah dcation, storage, delivery, erection and bradng of trusses and truss systems, see ANSIRPI1 Quality Criteria, DS"g and BCSI Building Component 250 Klug Circle It -4 a,♦...1 .. y _r a ,'�� _.r `• ..4. i.W K3142670 meeks lumber, ; .. redding . �. 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:39:11 2017 Page 1, •y ID:OoLxOT8pftOclvS77axwtEzmUds-RG N_43wmdEdG LfaZBH4PUg42x H4jLnOeAFOoyOzMBD- -2-6-0 - 5-6-0 �� 11-0-0 134-0 17-4-10 21-5-0 •26-0-10 20-" 32-2-0 2-6-0 ,,r�j5-6.0 - 5-6-0 - 4 2-40 4-0-10 _ ! 410 47-0 4-7-6 s ~ r _ - - Scale= 1:60.8 l . * 4x4 I I x 5 •23 Y 2x4 11 + w • < Y .a n . • , - 6.00 y2 22 a 24 6 4 11 r 21 Y' t 4x4 i 5x8 — 3.00 12 7 } + 4x6 zz r 8 r • O1 � 5x8' , • 2. - 9 10 25 16 - - 17 - .6x8 eax6 =�� - 2x4 ,r• - r � 15 14 13 > 12 A11 r - - - 2.5x5 I I - 4x12 = 4x6 = 5x8 = 5x8 II r -* " '♦' 5-s-0 5-6-0 - 0- -12 6.1-14 40-10 4-7-6- Plate Offsets (X,Y)— f9:0-3-0.0-1-81 [11:0-3-8 Edge),112:0-3-8,0-2-81, [16:0-2-12.0-2-121 LOADING (Pso 20.0 SPACING- 2-M ' CSI. I DEFL.' in (loc) Well L/d PLATES ` GRIP Plate Grip DOL 1.15 TC 0.44 Vert(LL) 0.06 13, >999 240 MT20 , 220/195 • .1 (RoofSnow=20.0) Lumber DOL• ,1.15 BC .0.32 `' Vert(CT) -0.1014-15- >999 180 1 " BCLDL 10.0 0.0 Rep Stress lncr YES WB - 0.92 Horz(CT) ' -0.04 15 n/a n/a BCDL 10.0 Code IBC2015/fP12014 Matrix-AS Weight: 190 lb + FT = 20% LUMBER- d BRACING- ' TOP CHORD 2X4 OF No. 1&Btr G r TOP CHORD Structural wood sheathing directly applied, except end verticals. ' BOT CHORD 2X4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1 &Btr G REACTIONS. (Ib/size) 2=470/0-5-8, 15=1413/0-5.8, 11=897/0.5-8 Max Horz 2=178(LC 42) Max Uplift 2=-1497(LC 44), 15=-2B5(LC 44), 11=-2082(LC 45)- ' Max Grav 2=1575(LC 41),15=1413(LC 1), 11=2298(LC 42) ♦ + ' f FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. , +� • t + , - TOP CHORD ` 2-3=-29862839, 3.4=1604/1764, 4-5=-322/599, 5-6=-1414/1311, 6-7=-2416/2277, 7-8=-3113/2697, 8-9=-28982553, 9-11=-23132159 BOT CHORD 2-17=-2416/2742,16-17=-1384/1610.15-16=-1618/833,4-16=-401/163, { t.. «I • t , _ 14-15=-1369/1381,13-14=-16302046,12-13=-1365/1824,11-12=-1025/1064" ' yWEBS ' 3-16=-538/155, 14-16=-359/451, 5-16=-1175/624, 5-14=-515/985, 6-14=-328/137, 7-14=-865/634,7-13=-948/1067,8-13=-1598/1596,8-12=-1410/1346,9-12=-2736/3157 NOTES- s �1 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=31ft; eave=4ft; Cat r' + 11; Exp C; enclosed; MWFRS (directional) and C•C Extedor(2) -2-6-0 to 0.6-8, Intedor(1) 0-6-8 to-13-4-0, Extedor(2) 13-4-0 to 16-4-13 • v + Interior(1) 21-5-4 to 33-8-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ` 1 2) TOLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 • • • - 3) Unbalanced snow loads have been considered for this design.' -' } 4) This truss has been designed forgreater of min roof live load of 20.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs nonconcurrent with other live loads. t 5) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. ' �pFESSIOfyq 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide QQ Zl♦ !F will fit between the bottom chord and any other members. •< r ` ; ' Q, �M A0 ti 7) A plate rating reduction of 20% has been applied for the green lumber members.* V C� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (it--lb) ti V m 2=1497.15--285,11=2082. ' ` C 70068 9) This truss has been designed for a total drag load of 7000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) •Connect truss to resist ' 1 ' drag loads along bottom chord from 0-0-0 to 30-8-0, 0-0-0 to 30-8-0 for 114.1 plf. - P. 9.3 8 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and I/ gypsum sheetrock be applied directly to the bottom chord. April 28,2017 ' ®WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE UH-7473 mv. fOM3/L015 BEFORE USE:' - Design valid for use only with MTek®conneetors. This design is based only upon parameters shown, and is for an Individual building component, not• - a buss 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 Indlvdual truss web and/or chord members orgy. Additional temporary and permanent Waring MiT®k• Is allays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - n fabrication, storage, delivery, erection and bracing of trusses and truss systems, see _ ANSIRPII Oualiry Critede, DBB-8g and BCSI Building Component ) .�.. - w # 250 Klug Circle . Job' Truss ' Truss Type ; Qty Ply Grilli residence - 171198 t E1 D ROOF SPECIAL S 1 Job Reference o do a 4. I Job Truss _ _ , Oty Grilli residence r FRI K3142671 171196 .. E2 ' 1 [ly 1 meeks lumber, redding ; 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:39:12 2017 Pagel �. 1 -2-0-0 - :.5.6-0 `` 11-0-0 13-4-0 17-4-10 21-5.4 26.0. 10 30.8-0 ►.. « i 1 { F 1 2-6.0 5-6-0 5-6.0 2-4-0 ♦ 4 10 - 4 10 4-7-6 ' ` 't. • Job Reference o tions &WARNING -'V-d& design Pamine. and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M9-7073 rev.10/03!2015 BEFORE USE. Design valid for use only wqh MTek®connectos. This design is based only upon parameters shown, and Is for an individual building component, not' 1 �• - a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall v budding design. Bracing Indicated is to prevent buckling of individual truss web andror chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the • ,.I y _ • - .. fabrication, storage, delivery. erection and bmdng of trusses and truss systems, see + ANSVTFII Quality Criteria, OSBSa and BCSI Building Component . 250 Klug Circle14 meeks lumber, redding ; 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:39:12 2017 Pagel I D:OoLxOT8pftOclvS??axwlEzmUds-wSxMHPxOOY17yp911—be12dFKhRy4JsoOv8MUszMBCz 1 -2-0-0 - :.5.6-0 `` 11-0-0 13-4-0 17-4-10 21-5.4 26.0. 10 30.8-0 ►.. « i 1 { F 1 2-6.0 5-6-0 5-6.0 2-4-0 ♦ 4 10 - 4 10 4-7-6 ' ` 't. • 1 47, ''• �. • " ._ ,. r - r5 Seale = 1:56.1. ^ 2x4 11 • " • , t r ^ 21 4 22 2x4 1I ' - 6.00 12 6 •� - ' � � • i • � , - • �_ 3.00 12 0, +' ' , m 23 ,.z .< 15 ; 16 6x8 = - r',• . CV - 2x4 _ 11 +•` ' -, -,. .i� '14 •, - 13 .. 12 it 10`, . _ .'2.5x5 11 4x12 = ,. - t 2x4 II. r ; . • ;fit. 410 4-7-6 4-7-6 t ' Plate Offsets (X,Y)— 115:0-2-12.0-2-121 LOADING (psf) F - TCLL 20.0 SPACING- 2-0-0 CSI. - DEFL. in. (loc) I/deft Ud PLATES GRIP f. (Roof Snow=2 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.0313-14 >999 240. - MT20 Y` 220/195 t 10.)Lumber TCDL 10.0 DOL 1.15 BC" 0.19 Vert(CT) -0.1013-14 >999 180 . + j.• ' BCLL 0.0 ' .Rep Stress Incr YES VVB 0.59 Horz(CT) -0.01 - 14 n/a n/a ~ +' BCDL - 10.0 Code IBC2015frP12014 Matrix -AS Weight: 186 Ib FT = 20%e+ , ' LUMBER- '_ BRACING- ` r • ., - TOP CHORD 2X4 DF No.188tr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2X4 DF N0.1&Btr G BOT CHORD Rigid ceiling directly applied. ' WEBS 2X4 DF No.1 &Btr G '}. REACTIONS. (Ib/size) 2=469/0-5-8,14=1430/0-5-8. 10=692/0-5-8 Max Horz 2=181(LC 13) �` Max Uplift 2=-143(LC 14), 14=-160(LC 14), 10=-93(LC 14) ` ' • I r Max Grav 2=496(LC 19), 14=1430(LC 1), 10=761(LC 33) +" l FORCES: Qb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD , 2-3=-348/34, 3-4=36/356, 4-5=0/310, 5-6=538/235, 6-7=-511/160, 7-8=792/173, , t , ( + 1 • ' 1 B-9=-801/151, 9-10=715/132 _ - p *BOT CHORD 2-16=-9265, 15-16=9/265, 14-15=-1373/266, 4-15=372/145, 12-13=-90/730, r v r ' + • , -11-112=116R43 , r WEBS 3-15=-519/103, 5-15=-915/122, 5-13=-214/832, 6-13=-329/137, 7-13=-515/106, 8-11=-289/97, 9-11=98804 NOTES- OTES 1) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=31ft; eave=4ft; Cat. ` + 11; Exp C; enclosed; MWFRS (directional) and C -C Exte4or(2) -2-6-0 to 0-6-8, Interior(1) 0-6.8 to 13-4-0, Exterior(2) 13-4-0 to 16-4-13 • Interior(1) 21-5-4 to 30-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ' + • .; "' ' �`: ri 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 , ! • i' _' " » 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads 5) All plates are 4x4 MT20 unless otherwise indicated. r P • ` r' • e I • ESSIpNq OV 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • x . QQ ZH `F 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide rip ti , will fit between the bottom chord and any other members. 8) A 't plate rating reduction of 20% has been applied for the green lumber members. U 9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 Ib uplift atjoint(s) 10 except pt=lb) J f 0.70068 2=143,14--160. t. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum - EXP • 9'30 2018 - sheetrock be applied directly to the bottom chord. r . ... - 'April 28,2017 &WARNING -'V-d& design Pamine. and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M9-7073 rev.10/03!2015 BEFORE USE. Design valid for use only wqh MTek®connectos. This design is based only upon parameters shown, and Is for an individual building component, not' 1 �• - a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall v budding design. Bracing Indicated is to prevent buckling of individual truss web andror chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the • ,.I y _ • - .. fabrication, storage, delivery. erection and bmdng of trusses and truss systems, see + ANSVTFII Quality Criteria, OSBSa and BCSI Building Component . 250 Klug Circle14 ®WARNING - VerNy design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERENCEYAGE MO.7479 rev. 10/09!2015 BEFORE USE. Design slid for use only with MRelc®coroledars. 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 •��• , budding design. 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 progeny damage. For general guidance regarding the - MiT®k• , 1 - - fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANSI/TRt Quality Criteria, DSB-89 and SCSI Building Component 1 � 250 Klug circle Ply Grilli residence a Truss Truss Type - Qty . . - `• K3142672 196 E3 ri7lb 1 ' Job Reference o trona meeks lumber,, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:39:13 2017 Page 1 - ID:OoLxOT8pftOclvS7?axwtF-zmUds-OfVkVIy09st azlmJi6aF90Y5mgpguxdZtvOlzMBCy . I =-z_•�0�•' S-8-0 11-0-0 1340 17-410 21-54 26410 308.0 , 2$0 5$-0 I 660 + 4 4104TH 4T 6 Scale = 1:61.2 . 4x6 + . _ { • -a 2.5x5 II 5 >r • • • - _ 21 4 22 2x4 • * 6.00 12 6 c - .20 .. - 4x4 ' 4x8 zz 3.00 ? , 3 ' 7 « . n . 4x40-,- _ d• dr 8 23 . 4x4 1 9 12 r dt r 15 5x8 = .•. . 16 0 13 . 6x12 �. 4X12 % r , s n 11 + •, :. ' 4X4 = 2x4 I I 4X4 1 ` 4.00 12 10 r2x4 14 11 2.5x5 _ .' • . . • s6o 11.00 rt- 1 v -a-10 20-10-0 26-0-10 sae0 SB -0 a • Sit -2 358 6-2-10 0-2-12 Plate Offsets (X.Y)— (14:0-2-8.0-1-21.fl5:0-4-12.0-3-01 LOADING (psf) TCLL 20.0 - SPACING- 2-0-0 CSI. DEFL in (loc) I/deft -L/d PLATES' GRIP b i (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.30 r Vert(LL) -0.06 12 >999 240 MT20 - 220/195 TCDL - 10.0 Lumber DOL 1.15 BC 0.21 Vert(CT) -0.17 11-12 >999 180 ' BCLL 0.0 ', Rep Stress Incr YES z WB 0.98 _ Horz(CT) 0.07 10 . n/a n/a BCDL 10.0 Code ISC2015/rP12014 Matrix -AS Weight: 17911 FT = 20% « LUMBER- r ' BRACING- " 1 TOP CHORD 2X4 DF No. 1&Btr G - ' TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 OF No. 1&Btr G 'Except" 4 BOT CHORD Rigid ceiling directly applied. f ' 4-14: 2X6 DF No.1 G WEBS 2X4 DF No. 1&Btr G _ REACTIONS. (Ib/size) 2=142/0-5-8, 10=496/Mechanical, 14=1954/0-5-8 Max Hoe 2=120(LC 13) Max Uplift 2=-98(LC 20), 10=3(LC 14), 14=-238(LC 14) ,^, Max Grav 2=293(LC 19), 10=575(LC 33), 14=1954(LC 1) 4 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.— ' -- TOP CHORD 2-3=-109/726, 3-4=-114/1086, 4-5=-30/1041, 7-8=-858/125, 8-9=-902/135 BOT CHORD 2-16=-611/145, 15-16=-611/145, 14-15=-1888/320, 4-15=-377/144, 12-13=-84/1120, 11-12=-122/908 r ' WEBS 3-15=-527/105, 5-13=-1751934, 6-13=-347/142, 7-13=-1261/161,7-12=-29!123, - ' •, y - 8-11=-358/115, 9-11=110/872, 13-15=-468/141, 5-15=-1501/182, 9-10=-541/111. NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=31ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-6-0 to 0-6-8, Interior(1) 0.6-8 to 13-4-0, Exterior(2) 13-4-0 to 16-4-13 Interior(1) 21-5-4 to 30-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces ti & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ' 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. +. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. " ' 5) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. FESS/0 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide QQ zfi !F will tilt between the bottom chord and any other members. �� M AO 7) A plate rating reduction of 20% has been applied for the green lumber members. �+ 8) Refer _ to girder(s) for truss to truss connections. , U tm C 70 68 9) Bearing at joints) 14 considers parallel to grain value using ANSI/rPI 1 angle to grain formula., Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 10 except EXP. 9.30.2018 (it=1b) 14=238. 11) This truss design requires that a minimum of 7/16' structural wood sheathing tie applied directly to the top chord and N' gypsum sheetrock be applied directly to the bottom chord. y . 16 April 28,2017 ®WARNING - VerNy design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERENCEYAGE MO.7479 rev. 10/09!2015 BEFORE USE. Design slid for use only with MRelc®coroledars. 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 •��• , budding design. 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 progeny damage. For general guidance regarding the - MiT®k• , 1 - - fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANSI/TRt Quality Criteria, DSB-89 and SCSI Building Component 1 � 250 Klug circle Ply Grilli residence a • .. . . - `• K3142672 196 E3 RaofSpecial' � 1 ' Job Reference o trona Job Truss Truss Truss Type Oty ply Grill TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.1&Btr G 'Except' BOT CHORD Rigid ceiling directly applied. ' 4-11: 2X6 DF No.1 G WEBS 1 Row at midpt 5-12 K3142873 171196 t E4 Roof Special 5 1 Max Uplift 8=-04(LC 14), 2=-160(LC 20), l l=-244(LC 14) Max Grav 8=489(LC 20), 2=268(LC 19), 11=2047(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference (optional) meeKS lumber, re0amg, 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 28 12:39:14 2017 Pagel I D:OoLxOT8pftOctvS??axwlEzmUds-s26i5yfw9?rCSJ8tPd66Ti b9U21 YHV4sDdSYIzM BCx l 1 -6o ssa I tt-0,o } 134-0 I 191-6 l zalatt I 30,60 280 , - 5.60 560 2.40 S&5 5-9.5 S65 - r Scale= 1:60.6 4x8 = 4.00 12 •3x10 „ 2.5x5 5-6-0 11.60 11- 1 161.12 20,10,0 - 50.60 560 660 a - 0,&d 0,84 610,0 --- 0-242 LOADING (psf) TCLL 20.0 10) (Roof Snow --20.0) BCDL 10.0 BCDL 0.0 ' BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IBC2015/rP12014 CSI. TC 0.31 BC 0.47 WB 0.32 Matrix -AS DEFL- in (loc) Well L/d Vert(LL) -0.16 9-16 >999 240 Vert(CT) -0.53 9-16 >439 180 Horz(CT) 0.06 8 n/a' n/a PLATES GRIP MT20 220/195 Weight: 163 lb FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.1&Btr G 'Except' BOT CHORD Rigid ceiling directly applied. ' 4-11: 2X6 DF No.1 G WEBS 1 Row at midpt 5-12 WEBS • 2X4 DF No. 1&Btr G REACTIONS. (Ib/size) 8=471/Mechanical, 2=85/0-5-8, 11=2047/0-5-8 Max Horz 2=156(LC 13) Max Uplift 8=-04(LC 14), 2=-160(LC 20), l l=-244(LC 14) Max Grav 8=489(LC 20), 2=268(LC 19), 11=2047(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-120/860, 3-4=115/1213, 4-5=-35/1193, 5-6=0/401, 6-7=-685/0, 7-8=-1566/301 BOT CHORD 2-13=-730/224,12-13=-730/224, 11-12=-1987/312, 4-12=-366/134, 8-9=-226/1472 WEBS 3-12=-529/106, 5-10=-126/736, 6-10=-766/136, 6-9=0!117, 7-9=-862/355, 10-12=-517/219, 5-12=-1700/216 NOTES - 1) Wind: ASCE 7-10; Vult--110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=31ft; eave=oft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-6-0 to 0.6-8, Interior(1) 0-6-8 to 13-4-0, Exterior(2) 13-4-0 to 16-4-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions , shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf--20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' 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 �OFESS10 will fit between the bottom chord and any other members. 7) A N1 ZH A plate rating reduction of 20% has been applied for the green lumber members. lV O ti 8) Refer to girder(s) for truss to truss connections. 9) Bearing 11 at joint(s) considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify Um capacity of bearing surface. C 70068 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except Qt --1b) 2=160.11=244. * EXP. 9-30-2018 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and % gypsum ^ sheetrock be applied directly to the bottom chord. r , n- ,✓ / April 28,2017 ®WARN/NO - Verify des/gn parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MO -7473 rev. 10i07R015 BEFORE USE. Design valid for use only with MTekO 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 property incorporate this design into the overall WOW R®K•• building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members orgy. Additional temporary and permanent bracing IV Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the IIT fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSB 89 and SCSI &dlding Component 250 Klug Circe 1 r ► I s 1 Job ., •� # Truss Type - • Qty . Ply Grilli residence., ' �Truss.- ♦ • t ` .K3142674 1" 171198 ES ; .e Roof Special lli meeks lumber, wedding + T 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:39:15 2017 Page 1 ' ID:OoLxOT8pftQclvS??axwtEzmUds-K1cVvRzHhT7ipGuKQ78LfgFmVuP1HgPE5tMO4BzM,BCw,;• 1r, &bo - I - 11-0-0 13.40 1&1-9 24-10-11 3G. -a-13 .. I I + 2$0 Sao Sao .. 2.4-0 59-5 { • 5-9-5 '. , }.,. 59-5 t ",• ` . +• 'y ^ +�.. 4 " 5x8 = ♦ .. -• 1 ' +,�. ,,,` Scale= 1:59.07. •. •. :. `�• • � '` ;•�•,`'r�' • " + 2x4 I�`Y 5- +'' +-• � 4- - 22 r .,i v .1 � r.�1 ri , �. � 21 . , ` 6.co 52 r 20 23 4x4 _ t r•.. 4x4 i r , r- • ' ' F. r' .. + - / 2x4 // +- .. t` ._ .. ,• • •, t 24 . r d 1 - 12 . 13 25 .26 . y .. ••c I I - _ • 4x4 = 2x4Tb B a 10 ` 4x4 = �' s - ` 4x4 2x4 II 3x10 = t �, . • r .. •11 Sao i -PO 11- 12134-0 1- 22-40 3aa0 I I Sao aa9 a z z•1 a aa0 ,• aa0 ♦ - Plate Offsets (X,Y)- [12:0-2-12.Edgel LOADING (pst) 1'' 200 'SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIPTCLL ' T t (Roof Snow=20.0) . Plate Grip DOL - 1:15 ' TC , 0.27 Vert(LL) -0.11 9-10 >999 240 '' MT20 220/195 -' TCDL 10.0 .Lumber DOL 1.15 BC 0.42 Vert(CT) "-0.27. 9-10 >862 180 BCLL 0.0,' Rep Stress Incr YES WB 0.60 Ho2(CT) .-0.02 11 n/a n/a r r BCDL 10.0 i Code IBC2015frP12014 Matrix -AS Weight: 162 lb FT = 20% LUMBER- _ t BRACING- r` TOP CHORD 2X4 DF No.1&Bir G f •-TOP CHORD Structural wood sheathing directly applied. ' BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD . Rigid ceiling directly applied. ' WEBS 2X4 DF No. 1&Btr G _ WEBS - 1 Row at midpt 6-10 ~ REACTIONS. (Ib/size) 8--696/0-5-8,2=4r>4/0-5-8,'11=1444/0-5-8 -' ♦ t 4-r Max Horz 2=156(LC 13) `, �, ' ? Max Uplift 8=-98(LC 14), 2=-148(LC 14), 11=-152(LC 14) - Max Grav,8=733(LC 20), 2=499(LC 19), 11=1444(LC 1) -FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. I TOP CHORD 2-3=-354/54, 3-4/366, 4-5=0/328, 6-7=-955202, 7-8=-1197229 + , BOT CHORD .2-13--0/264,12-13=0/264,11-12=-1466/178.4-12=-362/134. 9-10=-25/569, _ 8-9=-138/1039 + t WEBS, • 3-12=-518/103, 5-12=-982/155, 5-10=-158/642, 6-10=-705/183, 6-9=-32/544; + s 7-9=-360/156 u 1 NOTES- - " -10; 1)Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf, h=25ft; B=45ft; L=31ft; eave=oft; Cat. . II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-6-0 to 0-6-8, Interior(1) 0-6-8 to 13-4-0, Extenor(2) 13-4-0 to 16-4-13 ' zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions 1 ' shown; Lumber DOL=1.60 plate grip DOL=1.60 + . ' 2) TOLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 '' P4. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-ooncurrent with other live loads. + + , 5) This truss has been designed for a 10.0 psf bottom chord live load nonc6ncurrent with any other live loads. r 1 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ()FESS10A1 T will fit between the bottom chord and any other members, with BCDL = 10.0psf., 7) A of ZH FC plate rating reduction 20% has been applied for the green lumber members. + lV ej1 A y ,� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except at --lb) 1 . .. t This truss r s deli 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 'h" gypsum J C 70068 •, t sheeVock be applied directly to the bottom chord. • ' n r -30- 8 April 28,2017 ®WARNING • Vert& design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7073 10103420'15 -- -' rev. BEFORE USE. _ Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not ■! _ ,♦ �•. , 1 mat - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into Me overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing` - 1 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 antl bracing of trusses and truss systems, see ANSVTPI1l Quality Criteria, DSB-89 and SCSI Building Component '1 �. - 250 Klug Circle Y; • � Job Reference o'tiona Job Truss Truss Type I Ply 1' - Job Truss Truss Type Qty Ply Grilli residence (Roof Snow=2 ' TC .' 0.37 Vert(LL)' . -0.15 9-10 >999 240 K3142675 FReference 171196 Eli'.;. Roof Special 1" 1 + BCLL 0.0 ' Rep Stress Incr YES WB 0.27 = Horz(CT) 0.01 7 n/a Na Job (optional) meeKs wmDer, reaaing 'i 2-0-0' I r' 7-0.0 2-6-0 - 7-0-0 6.00 12 1 w .4x4 - 6x8 e 7-0-0 8.010 s Apr 20 2016 MTek Industries, Inc. Fri Apr 281239:16 2017. Page 1 ID:OoLx6T8pftOctvS??axwlEzmUds-oEAt7n_vSnFZRQTW gfaBunwglk?ogNJX6ZddzMBCv , 13-4-0}19-1-6 - 24-10-11 I .' 30.8-0 r 32-2-01 d 6-4-0 59-5 59-5 S9S ;. 1-6-0 + _ 5x8 — ' Scale= 1:60.9 20 21 19 22 5x8 r 5. , a ' 't • 20'i 6 x4'i6 ! 1 24 25 23 * ` Xy a RRA II 3x10 = 40 5x8 = ....r 11_9_79 ff.5_n ` 9rL11_A _ nn_ta_n LOADING (psi) TCLL 20.0 ".. SPACING- r 2-0-0 CSI.•, DEFL. I in (loc) , I/deft Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 '.. TC .' 0.37 Vert(LL)' . -0.15 9-10 >999 240 MT20 ^ 220/195 10 TCDL 10.. 0 Lumber DOL 1.15 BC 0.50 Vert(CT) -0.37 9-10 = >637 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 = Horz(CT) 0.01 7 n/a Na BCDL 10.0 Code IBC20157TP12014 Matrix -AS ' Weight: 158 Ib FT. = 20% 7 LUMBER- , BRACING- + TOP CHORD 2X4 DF No.18Btf G TOP CHORD Structural wood sheathing directly applied. ' BOT CHORD 2X4 DF No.18Btr G . BOT CHORD ' Rigid ceiling directly applied. WEBS 2X4 DF No.18Btr G WEBS 1 Row at midpt 4-10,5-10 REACTIONS. All bearings 4-5-8 except at --length) 2=0-5-8, 7=0-5-8. (lb) - Max Horz 2=158(LC 13) Max Uplift All uplift 100 Ib or less at joints) 11 except 2=-122(LC 14), 10=-165(LC 14), 7=-144(LC 14) r Max Grav All reactions 250 Ib or less at joint(s) 11 except 2=340(LC 19), 11=393(LC 19), 10=1507(LC 20), 10=1461(LC 1), 7=749(LC 20) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. ' TOP CHORD 2-3=-57/342, 3-4=0/353, 4-5=0/337, 5.6=-699/153, 6-7=-997/194 ,BOT CHORD 2-12=-276/195.11-12=-388/68, 3-12=-509/198, 9-10=0/436.7-9=-85,859 WEBS 10-12=-431/223, 4-10=-708!76, 5-10=-789/171, 5-9=0/538, 6-9=-380;141 + ^ NOTES- d r t` 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=31ft; eave=4ft; Cat. 7 G' Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-6-Oto 0-6-8, Interior(1) 0-6-8 to 13-4-0, Exterior(2) 13 -4 -Oto 16-4-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions , shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TOLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. - r• ;V, 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs ; I non -concurrent with other live loads. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 6) ' 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-M wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. a FESSIO& 7) A plate rating reduction of 20% has been applied for the green lumber members. Q ZHAO 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11 except at --lb) _ • +�,M 2=122.10=165,7=144. t 9) This truss design �� i _ requires that a minimum of 7/16" structural wood she_ athing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. J C70068 9-30- 8 c , r April 28,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO -7473 rev. 101032015 BEFORE USE. . • ■■' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not . 4" ' ` .a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall ? ` balding design. Bracing indicated is to prevent buckling of individual truss web and/or Mord members orgy. Additional temporary and permanent bracing w A'�®1R " .' , is allays required for stability and to prevent collapse with possible personal injury and, property damage. For general guidance regarding the - . fabrication, storage, delivery, erection all bracing of trusses and truss systems, see ' ANSUTPIf Quality Criteria, DSB-89 end BCSI Building Component 250 Klug Circle J , Job •�Tr7 uss Truss Type _ *« ' pty •-, Ply residence _' - - .. •. 2x4 11 .- • 6x8 • ; « - 7-0-0 0. -12 11-4 - 9-5-5 t l K3142676 FJeference 171196 . • . - Roof Special • 2 1 .. PLATES GRIP. • « (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.37 . ' ;Vert(LL) '-0.17 9-10 >999 240 o tions meeKs lumner, redoing > 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:39:17 2017 Page 1 • . . ,, ' } ID:OOLxOT8pftQdvS??axwlEzmUds-GOkFK6?XD4NQ3a21WBpk5K5Pi4nlgNXYBr794zMBCu. l -2-6-0 T. 7-0.0.. 13-4-0'• 19-1-6 24-10.11 30.8.0 ! 32-2-0 . p740-0 I 6 4 0• 1 1 5-9-5 I 5-95 .. 5 9 5 + 11i 0 t ' `.. ✓ � - .. rs • Scale = 159.9 ' 't• 5x8 20 21 ,+ .600 12 - • ^'. y 2x4 I I 19 • • •22 5x8 *... - . ' 6 t .r 1 •12 24 25 •9 23 - 6X87 .. •j 4x4 = -' t • 8 --d _ •. _ . .. ' 'l•� - 11 10U4, Y. _ 4x4,-, - d t,..* , 4x4 2x4 11 .- • 6x8 - 7-0-0 0. -12 11-4 - 9-5-5 7-10.11 - Plate Offsets (X.Y)- 15:0-3-4.0-3-01. 110:0-3-0,Edgel [12:0-6-4.0-4-81 t LOADING (psf) . TCLL ' 20.0 SPACING- 2-0-0 CSI. DEFL. " in, (loc) I/deft L/d , PLATES GRIP. • « (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.37 . ' ;Vert(LL) '-0.17 9-10 >999 240 MT20 - 220/195 ` _ ' TCDL 10.0 Lumber DOL • 1.15 BC 0.47 Vert(CT) -0.46 9-10 >610 180 I f I , - r BCLL 0.0 Rep Stress Incr YES , WB 0.25 Horz(CT) - 0.02 7 ' n/a n/a ' • SCOL 10.0 Code IBC2015/rP12014 Matrix -AS' ' t Weight: 158 lb FT = 20 a - LUMBER- BRACING- , TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. r BOT CHORD 2X4 DF No. 1&Btr G ! , BOT CHORD Rigid ceiling directly applied. - • WEBS 2X4 DF No.1&illi G T' .. WEBS 1 Row at midpt 412, 5-10 - r 4, r REACTIONS. (Ib/size) 2=376/0-5-8, 11=1310/0-5-8, 7=1008/0.5-8 Max Horz 2=158(LC 13) f •. f Max Uplift 2=-130(LC 14), l l=-145(LC 14), 7=-175(LC 14) 'Max Grav 2=393(LC 19), 11=1310(LC 1), 7=1031(LC 20) , 6 - FORCES.. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. ' • TOP CHORD -4-5---638/209.5-6--1459/254.6-7=-1641/253'., ' ' • BOT CHORD 11-12=-1267/198,3-12=-512/199.9-10=-56/975,7-9=-148/1427 1�1 , ' - ;a WEBS ti 10-12=0/532, 4-12=-865/126, 4-10=-71/520, 5-10=-691/183, 5-9=-23/581, 6-9=318/132 NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 8=45ft; L=31ft; eave=4ft; Cat. ' 11; Exp C; enclosed; MWFRS (directional) and C -C Extenor(2) -2-6-0 to 0-6-8, Interior(1) 0.6-8 to 13-4-0, Exterior(2) 13-4-0 to 16.4-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions , shown; Lumber DOL=1.60 plate grip DOL=1.60 ' 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 ' 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs `. , • 5 non -concurrent with other live loads. ,. ` 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ! ". 6) ' This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. t 7) A plate rating reduction of 20% has been applied for the green lumber members. I + F + • ti r' • 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt--1b)=��OQ �OFESSIpNq' zfig0 27130.11=145.7=175. Y �� 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and % gypsum • be _ sheetrock applied directly to the bottom chord. C 70068 • 9-30- 8 ' - .April 28,2017 ®WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE MII.7473 -.1010312015 BEFORE USE. •' ' - Design valid for use only with Mirek®cormectors. This design is based only upon parameters shown, and is for an individual building tamponed, net �• .- .• a truss system. Before use, the building designer must ,wiry the applicability of design parameters and properly Incorporate this design into the overall budding design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing . 7 ' MiT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the r, ,• tie+'ti fabrication, storage, delivery, erection and bradng of trusses and truss systems, see ANSUTPI I Quality Criteria, DSB49 and SCSI Building Component . >'% a 250 Klug Circle s i� ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MU -7473 ' •+ ., M. f0A1712015 BEFORE USE. � �+ - Design valid for use only with Mirek® connectors. This design is based only upon parameters shown, and is for an individual building component, not. , r,, r. a truss system. Before use, the building designer must • � � 1 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 � is always required for stability and to prevent collapse with possible personal injury and property damage.- For general guidance regarding the ,y'iTek• fabrication, storage, delivery, erection and hradng of trusses and truss systems, see ' gNSI/TPIf Quality Criteria, OSB -89 and SCSI Building Co mponerrt ♦.. 250 Klug . residence Job Truss - - Truss Type pty a Ply , Grill E8 Special Job Reference a tiona meeks lumber, reading ". } 8.010 s Apr 20 2016 Wek Industries, Inc. Fri Apr 2812:39:17 2017 Page 1 r • ` ID:OoLxOT8pftQclvS??axwtEzmUds-GQkFK6?XD4NQ3a2jYYBpk5K4ji7VIhYXYBr794zMBCu 7 ' ! -21i-0 'ter 7-0-0 - 13-4-0 20-7-10 27-11-4 I 30-80 32-z-0 . 1 - • 2 " 7-0-0 7-3-10 1 .. 7-3-10 2r -8-125x8 I •- - . Scale= 1:6L0 6.00 12 21 w t - ° 2x4 II 2p 23 _ e . _ r , . Ir h 3 . 6x12 2 4X4 f 13 24 6x8 7 - 4x4.= - N� 12 11 10 •. 2x4 11 4x4 = - • _ 2.5x5 1 I _ 5x8 = - 3x6 = _ �. 9 2 20-7-10 274-8 •7-0-14 27- 0- - 2 &1-4 73.10 - - - . 0- -1z Plate Offsets (X,Y)- f11:0-3-4,0-301 (13:0-6-4.0-4-81 ' LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in ' (loc) ~ I/dell Ud ` 'PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.42 Vert(LL) 0.05 13-i6 >999 240 r MT20 220/195 TCDL " 10.0 Lumber DOL 1.15 BC - 0.29 Vert(CT) -0.15 13-16 >555 180 ] t BCLL . '� ' 0.0 Rep Stress Ina YES WB 0.17- Horz(CT) 0.01. 7 n/a n/a - BCDL , 10.0 Code IBC2015/TPI2014 Matrix -AS t# Weight: 163 lb "' FT 20%,_, LUMBER- _ •. BRACING- .:. TOP CHORD 2X4 OF No. 1&Btr G - TOP CHORD Structural wood sheathing directly applied.,.' BOT CHORD 2X4 OF No. 1&Btr G . '' _ BOT CHORD Rigid ceiling directly applied. - - - WEBS 2X4 DF No.%Btr G r • WEBS 1 Row at midpt 4-13, 5-11 at t .. r * • . - a " . • REACTIONS. All bearings 2-11-8 except (it --length) 2=0-5-8,12=0-5--8. „ Ire , , (Ib) - Max Horz 2=158(LC 13) Max Uplift All uplift 100 Ib or less at joints) 7 except 2=-138(LC 14), 12=-122(LC 14), 9=108(LC 14) ' ;• I f . R Max Grav All reactions 250 Ib or less at joint(s) 7, 7 except 2=446(LC 1); 12=1105(LC 1), 9=991(LC 20), * 9=975(LC 1)' w w FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. t= y' TOP CHORD .2~ +• ' 4-5=-619204, 5-6=-1072201 BOT CHORD 12-13=-1053/178, 3-13=-507/196, 10-11=.43/881 .. WEBS 11-13=0/474,4-13=-604/98.4-11=-44/366, 5-11=534/144, 6-10=-60/814, 6-9=-884201 r NOTES=. ; r 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf h=25ft; B=45ft; L=31ft; eave=oft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-6-0 to 0.6-8,• Intedor(1) 0-6-8 to 13-4-0, Exterior(2) 13 -4 -Oto 16-4-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 { 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times Oat roof load of 20.0 psf on overhangs non -concurrent with other live loads. + ' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. + • ' a - . 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 240-0 wide r will fit between the bottom chord and any other members. r + ' SOF ESS10A1 7) A plate rating reduction of 20% has been applied for the green lumber members. _ t " Q F�Gc 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 7 except (it --lb) -�,M ZHAp 2=138.12=122,9=108. 9) This truss design 2��0 i requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and %:" gypsum 1 m sheetrock be applied directly to the bottom chord. - +` C 70068, 1 M' EXP. 9-30-2018 - r• - + *tel .; � �",.. .. + \P* • +. � - _ April 28,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MU -7473 ' •+ ., M. f0A1712015 BEFORE USE. � �+ - Design valid for use only with Mirek® connectors. This design is based only upon parameters shown, and is for an individual building component, not. , r,, r. a truss system. Before use, the building designer must • � � 1 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 � is always required for stability and to prevent collapse with possible personal injury and property damage.- For general guidance regarding the ,y'iTek• fabrication, storage, delivery, erection and hradng of trusses and truss systems, see ' gNSI/TPIf Quality Criteria, OSB -89 and SCSI Building Co mponerrt ♦.. 250 Klug . residence � 'Roof 171196 E8 Special Circle •M - • S , orf.• ..' ..• � }.1'>•-�- � ~ - • f " � t� uf" w .. " .,.. T '� . I T . • �. - .. ,.' �- �• •� ,f _y 7 of . + • - t A ' Job ,.;9'u, Truss Type 2-6-0• f 7-0-0 I 13-4-0 ', } 20.9-0 - f Ply Grilli residence 4 ]Truss, • 5x8 = - - " I Scale= 1:59.1 F2� • K314 171196 E9 Roof Special ++ 1 �268 17 Job Reference foptioriaq r meeks lumber, redding , 8.010 s Apr 20 2016 MTek Industries, Inc. Fri Apr 2812:39:18 2017 Pagel F *tf ID:ooLxOT8pftQdvS??axvAEzmUds-keldYS09_OVHgkdv6Fi2GJtFR6TWU8ngnrbghWzMBCt 2-6-0• f 7-0-0 I 13-4-0 ', } 20.9-0 - f 28-2-0 30.10.0 2-6-0 7 ,. -, -0.0 6-4-0 7-5-0 F ti -7-5-0 2-8-0 • 5x8 = - - " I Scale= 1:59.1 e O - 17 6.o0 12 - 2x4 II, 16 I 18 t ► . 3 - 4x4 5 d •T ' A, ., T - I. 2 d1 12 • - .. . 4X6 B .. 6x8 r 71 4x4�= w 10 f' 2x4 II 5x8 '= 4x4 II t ,. '. 7-0.0 < 0. -12 7-5-0 7-5-0 Plate Offsets (X,Y)- f6:0-2-15.0-2-01 f8:Edae.0-3-81 [10:0-3-4.0-3-01, f12:0-6-4.0-4-81 TC(ps LL 20 0 ' ' SPACING- '2-0-0 CSI. DEFL. in (loc) Well L/d PLATES- GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.05 12-15 >999 240 MT20 220/195 r ' TCDL 10.0 Lumber DOL 1.15 BC 0.31 Vert(CT) ,0.1512-15 >555 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) '0.01 _ 8 n/a n/a I ; ` • A BCDL 10.0 Code IBC2015/rP12014 Matrix -AS * Weight: 157 Ib . FT = 20% LUMBER- ' BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2X4 OF No. 1&Btr G 7 BOT CHORD Rigid ceiling directly applied. " WEBS 2X4 DF No. 1&Btr G WEBS 1 Row at midpt 4-12.5-10, 1 ••� _ REACTIONS. (Ib/size) 2=446/0-5-8,11=1105/0-5-8.8--1010/0-5-8 .' Max Horz 2=180(LC 12) a ' • Max Uplift 2=-142(LC 13), 11=-111(LC 13), 8=-216(LC 13) • r Max Grav 2=446(LC 1), 11=1105(LC 1), 8=1036(LC 19) - � - •. a ♦- FORCES. ' (lb) - Max. Comp./Max. Ten.'- All forces 250 (lb) or less except when shown. � TOP CHORD 4-5=-618/187, 5-6=1073/187, 6-8=-967/248 BOT CHORD 411-12=-1053/154.3-12=A93/173,9-10=-27/878 WEBS' 10-12=0/473, 4-12=-608/96,4-10=-42/370, 5-10=-526/141, 6-9=-62/842r NOTES- + , 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=281`t; eave=4ft; Cat. ; Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-6-0 to 0-6-8, Interior(1) 0-6-8 to 134-0, Extedor(2) 13-4-0 to 164-0 ' zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions " • shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs' ;, y non -concurrent with other live loads. ' • 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide,.., _ r will fit between the bottom chord and any other members. .7) A plate rating reduction of 20% has been applied for the green lumber members. ' �pFESSIO/yq r 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt -lb) ZHAO 2=142, 11=111, 8=216. E ti `. 9) Standard loadcase(s) has been removed: Building designer must review loads shown to verify that they are correct for the intended ��o ,�M Qin} use the truss. a = 2 10) Thistruss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %gypsum �'r J C 70068 sheetrock be applied directly to the bottom chord F� , , t t " C ' '° 30-2018 LOAD CASE(S) 1 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 ` Uniform Loads (plf) _ . Vert: 1-4=-60, 4-6=.60, 6-7 60, 12-13=-20, 8-11 -20 F CAOE�� Continued nn Daae 7 , - ` .April 28,2017 ® WARNING - VerW design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MD -7473 rev.1010312015 BEFORE USE. 1 ! _ •. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - �• a buss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall 1. - - - building design. Bracing Indicated Is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing _ WOW 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 - , ANSVTPIt Quality Criteria, DSB-89 and BCSI Building Component 250 l0ug Circle r � Ply Grilli residence , 171198 Job ar, ! Truss � Truss Type Qty f • J,Y . Job Reference a bona meeks lumber, - redding'. 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:39:18 2017 Page 2 ' ID:OoLxOT8pftOclvS??axwtEzmUds-kcldYS09 OVHgkdv6Fi2GJ[FR6TWU8ngnrbghWiMBCt, '+ + LOADCASE(S) + 2) Dead + 0.75 Snow (balanced): Lumber Increase=1:15, Plate Increase- 1.15: Uniform Loads (plf)' ' Vert: 1-4=-50, 4-6=-50, 6-7=-50, 12-13=-20, 8-11=-20 3) Dead + 0.75 Snow (Unbal. Left): Lumber Increase= 1. 15, Plate Increase= 1. 15 r Uniform Loads (plf) , y , Vert: 1-16=-50, 4-16=-73, 4-6=-29, 6-7=-29, 12-13=-20, 8-11=-20 4) Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 -"• Uniform Loads (plf) l .. Vert: 1-4=-29,4-18=-71,6-18---50,6-7=-50,12-13---20.8-11=.20 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase='r.25 Uniform Loads (plf) Vert: 1-4=-20, 4-6=-20, 6-7=-20, 12-13=-40, 8-11=-40 , 6) Dead+ 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 -Uniform Loads (plf) + t Vert: 1-2=56, 2-14=32, 4-14=20, 4-17=32, 6-17=20, 6-7=14, 12-13=10, 8-11=10 r. �. • Horz: 1-2=-66, 2-14=41, 4-14=29, 4-17=41, 6-17=29, 6-7=24, 6-8=31 4 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60; Plate Increase=1.60 I _Uniform Loads (plf) • . t • ' Vert: 1-2=-11, 2-4=34, 4-6=-34, 6-7=-29, 12-13=-20, 8-11=20 , Horz: 1-2=9, 2-4=14, 4-6=-14, 6-7=-9, 6-8=-28 8) Dead + 0.6 C-C Wnd (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 '• '+ • , . r ,,1 Uniform Loads (plf) Vert: 1-2=-29, 2-4=-34, 4-6=-34, 6-7=-11, 12-13=-20, 8-11=-20 t Horz: 1-2=9, 2-4=14, 4-6=-14; 6-7=9, 6-8=20 ? + ' 9) Dead + 0.6 MWFRS Wind_ (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 i Uniform Loads (calf) f �' `' Vert: 1-2=21, 2-4=6, 4-6=11, 6-7=6, 12-13=-10, 8-11=-10 Horz: 1-2=-30, 2-4=16, 4-6=21, 6-7=15, 6-8=18 10) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) ' Vert: 1-2=6, 2-4=1 1. 4-6=6, 6-7=21, 12-13=-10, 8.11=-10 f, i. - Horz: 1-2=15, 2-4=-21, 4-6=16, 6-7=30, 6-8=-15 t '� 11) Dead+ 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increas�1.60. J• ' , + - Uniform Loads (plf) r Vert: 1-2=-22, 2-4=-28, 4-6=-10, 6-7=5, 12-13=-20, 8-11=-20 Horz: 1-2=2, 2-4=8, 4�r--10, 6-7=15, 6-8=7 , 12) Dead+ 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 ' r ` • - 51 Uniform Loads (plf) ' +' • N Vert: 1-2=-5, 2-4=-10, 4-6=-28, 6-7=22, 12-13=20, 8-11=20 ` Horz: 1-2=15, 2-4=-10, 4-6= 8, 6-7=-2, 6-8=-26 13) Dead+ 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 • ' Uniform Loads (plf) ., •''' . Vert:.1-2=35, 2-4=20, 4-6=20, 6-7=35, 12-13=10, 8-11=10 ' 1 • Horz: 1-2=44, 2-4=-29, 4-6=29, 6-7=44, 6-8=23 1 ' '14) Dead+ 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) f a Vert: 1-2=24, 2-4=9, 4-6=9, 6-7=24, 12-13=-10, 8-11=-10 Horz: 1-2=-34, 2-4=-19,'4-6--19, 6-7=34, 6-8=23 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1:60, Plate In^grease=1.60 ' Uniform Loads (plf) 1 "• t Vert: 1-2=-15, 2-4=-21, 4-6=-21, 6-7=715, 12-13=-20, 8-,11=-20': Horz: 1-2=-5, 2-4=1, 4-6=-1, 6-7=5, 6-8=12 - 16) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) - Vert: 1-2=-15, 2-4=-21, 4-6=-21, 6-7=-15, 12-13=20, 8-11=-20. Horz: 1-2=-5, 2-4=1, 4-6=-1, 6-7=5, 6-8=12 17) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (p� _ Vert: 1-2=-60, 2-4=-20,'43=-20, 6-7=60, 12-13=20, 8-11=20 18) Dead +Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 r ' Uniform Loads (plf) - Vert: 1-16=-60, 4-16=-90, 4-6=-32, 6-7=-32, 12-13=-20, 8-11=20 19) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase= 1.15 • +� g Uniform Loads (D�- . Vert: 1-4=-32, 4-18=-88, 6-18=-60, 6-7=-60, 12-13=20, 8-11=20 i%-f 20) Dead: Lumber Increase�.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-4=-20, 4-6=-20, 6-7=-20, 12-13=-20, 8-11=20 21) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Y ' `+ y Vert: 1-2=-52, 2-42-56, 4-6=-43, 6-7=-39, 12-13=-20, 8-11=-20 " - Horz: 1-2=2, 2-4=6, 4-6=7, 6-7=11, 6-8=5 r 22) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60: ®WARNING - Verny design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE MU-7473 rev. IOM312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not w - �• ^ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall • r. - - buflding design. Bracing indicated is to prevent buckfing 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 property damage. For general guidance regarding the ` fabrication, storage, delivery, erection and bracing of busses and truss systems, see ANSVTPN Quality Criteria, OSB-89 and BCS) Building Co- y dY a. _ g mponent � 1 - 250 Klug Circle f ' � � Ply Grilli residence , 171198 E9.�'��" Roof Special 2 � 1 f • Job Reference a bona • r meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:39:18 2017 Page 3 I0:OoLxOT8pftQclvS??axwtEzmUds-kcldYS09_OV Hgkdv6Fi2GJtFR6TVVU8ngnrbghWzMBCt LOAD CASE(S) Uniform Loads (pin Vert: 1-2=-39, 2-4=-43, 4-6=-56, 6-7=52, 12-13=20, 8-11=20 Horz: 1-2=11, 2-4=-7, 4-6=-6, 6-7=-2, 6-8=-19 23) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-2=-47, 2-4=-51; 4-6=-51, 6-7=-47, 12-13=-20, 8-11=20 Horz: 1-2=3, 2-4=1, 4-6=-1,&7=3, 6-8=9 24) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-2=-47, 2-4=-51, 4-6=-51, 6-7=-47, 12-13=20, 8-11=-20 Horz: 1-2=3, 2-4=1, 4-6=-1, 6-7=3, 6-8=9 ' 4 A t - � r •t - t 1 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERENCE PAGE MU-7473 rev. 101031201S BEFORE USE. Design valid for use only with MTnn ek® 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 buss web andlur chord members only. Additional temporary and permanent bracing �y�IT®K• Is always required for stability and to prevent collapse with possible personal injury and property damage. Far general guidance regarding Me ' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 end SCSI Building Component 250 IOug Circle Job ,Truss Truss Type Qty Ply Grilli residence K3142878 171198 E9 - Roof Speci + al 2 1 Job Reference o bona JobTruss ; ,w Truss Type QLY Piy. Grilli residence • 1: - w 4x4 • _ - Scale = 1:62.7 ' 10, 11 12 • - 9 171196 • cj. 910b - GABLE 1 1 14 49 50 . 1 . t • ' ; - .. .. , J 3x10 II 7 Job Reference (optional) r; K:3142679 , meexs mmoer, 2 reading ;q,. • - 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:39:09 2017 Pagel I D:OoLxOT8pftOclvS??axwtEzmUds-VtFDFNvW5dMY5LRA4sl xPP?jUTN8tOzLixviuXzMBDO 7-0.0 20-9-0 - 28-2-0 30.10-0 • 2-6-0 ,� - 7-0-0 ., _ 139-0 - �' 7-5-0 I i - 2-8-0 • 1: - w 4x4 • _ - Scale = 1:62.7 ' 10, 11 12 • - 9 13 . • - . • .,, • �,• 6.00 12 4x4 11 B _ 14 49 50 . 1 . t • ' ; - .. .. , J 3x10 II 7 15 . _ 4x12 \\ 6 16 4' 3x10 II 5 17 • 's t -d q 18 d _ 3 19 .. 1 20 w r -,2 44 21 m d1 .5x8 > 22 ' 41 43 42 4x = 356 23I' '.a - * • t 4xs - , 7*1 l' sq N - • •• ! 5x8 II .. - f 6x8 = 5x8II - - - - 40 39 38 37 36 34 -• 33 32 31 30 29 28 27 26 , 25 24 • . 4x4 - r ,. • t .err „_ . _ ' _ , ,.. f .. 20.30 28-2-0 7-0-0 6.40 75-0 Plate Offsets (X.Y)- [2:0-4-4,Edgel, f11:0-2-0 Edgel [22:0-3-12,0-1-81, [25:0-3-8.0-3-01 LOADING (psf) * TCLL 20.0 - SPACING- 2-0-0 CSI. _ DEFL. in (loc)Well L/d, PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.01 41-42 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.32 Vert(CT) -0.01 41-42 >999 180 ' BCLL 0.0 .• Rep Stress Incr YES WB 0.40 Horz(CT) 0.09 39 n/a n/a BCDL 10.0 Code IBC2015/TPI2014' Matrix -AS Weight: 229 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. t t BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1&Btr G 'Except* WEBS 1 Row at midpt .- 10-36, 12-34 22-24: 2X6 DF No.1 G OTHERS 2X4 DF No.18Btr G q REACTIONS. All bearings 21-2-0 except (it --length) 2=0-5-8. • • (lb)- Max Horz 2=181(LC 12) Max Uplift All uplift 100 Ib or less at joints) 36, 37; 38, 34, 33, 32, 31, 30, 29; t , a •.r: 28, 27, 26 except 11=-708(LC 38), 2=-829(LC 40), 40=-159(LC 41), 24=-3707(LC 41), 39=-290(LC 41), 25=-2104(LC 32) w „Max Grav All reactions 250 Ib or less at joint(s) 36, 37, 38, 34, 33, 32, 31, 30, ` ,1 •' „ 29, 28, 27, 26 except 11=896(LC 41), 2=855(LC 28), 40=363(LC 52). 40--299(L6 1), 24=3632(LC 38), 39=335(LC 36), 25=2192(LC 41) r , FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1406/1285, 34=1084/1006,4-5=-806/828, 5-6=-609/655, 6-7=-404/501, 7-8=-291/455, 8-9=-493/686, 9-10=-697/899, 10-11=-827/1048,11-12=-938/1152. t 1 12 -13= -1166/1365,13-14=-1371/1554,14-15=1577/1744,15-16=-1783/1934, a L • =16-17=-19892124, 17-18=-21942313, 18-19=-24002503, 19-20=-26072694, � ? ` .i 20-21=-27872857, 21-22=-3123/3178, 22-24=-3565/3669 BOT CHORD 2-43=-1045/1183, 42-43=-747/888, 41-42=-521/698, 40-41=-497/366, 37-38=385/400, r 36 -37= -576/589,34 -36=-789/802,33-34=-978/991,32-33=-1167/1181,31-32=1357/1370, - 30-31=-1546/1559, 29-30=-1736/1749, 28-29=-1925/1938, 27-2P=21142109, ` 26-27=-22852317, 25-26=-24932506, 24-25=253294 WEBS 22-25=-3440/3384, 4-44=-298/100, 41-44=-285/89 OTES NOTES- pFESS10fy 1) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BIDL=4.8psf; h=25ft; B=45ft; L=28ft; eave=4ft; Cat. . • �,M ZH40 r II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -25-0 to 0.2-12, Interior(1) 0-2-12 to 13-4-0, Exterior(2) 13-4-0 to 16-4-0 zone; left ��c,0 _ cantilever and right exposed; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 V C 70068 m 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry, _ J • Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. i 9-30- 18 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1. ' • ' '.,+ w ' '* 4) Unbalanced snow loads have been considered for this design. '' CP 5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times Flat roof load of 20.0 psf on overhangs \Q non -concurrent with other live loads. - ( F r 6) All plates are 2x4 MT20 unless otherwise indicated. r ' 7) Gable studs spaced at 1-4-0 oc. April 28,2017 . ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 7= 747_3 M11.7479 rev. 10/0312015 BEFORE USE. Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall �' r . building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiT®k� ' is allays 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, ANSVTPII Quality Criteria, OSB -89 and BCSI Building Component 250 Kkg Circle • '. ; .. • 5-1 � � ,,. `� . •. ,� .r 5-r Job i' Truss Type ; l]ty Ply , Grilli residence Puss ;,r K3142679 :171198El '"' • GABLE - r -. 1 1 - • e • , meeks lumber, redding a 8.010 s Apr 20 2016 MTek Industries, Inc. Fri Apr 2812:39:09 2017 Page 2 ` - Job Reference o tions ' ®WARNING - VeMy design patamebrs and READ NOTES ON THIS AND INCLUDED M TEK REFERENCE PAGE MD -7473 rev. 10/03,2015 BEFORE USE. _ • -. ■ >, .. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system: Before use, the building designer must verify, the applicabidty of design parameters and property incorporate this design into the overall - (► budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ,M ' iVliTek• • t is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, stooge, delivery, erection and bracing of trusses and truss systems, see ANSIITPIf Quality Criteria, OSB -89 and SCSI Building Component - 250 Klug Circle I li meeks lumber, redding a 8.010 s Apr 20 2016 MTek Industries, Inc. Fri Apr 2812:39:09 2017 Page 2 ID:OoLxOT8pftOclvS??axwtEzmUdsVtFDfNvW5dMY5LRA4slxPP?jUTN8tOzLixviuXzMBDO '"•` NOTES- OTES 9) 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. , . ( 10) A plate rating reduction of 20% has been applied for the green lumber members. r 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 36, 37, 38, 34, 33, 32, 31, 30, 29, 28, 27, 26 except at=lb) 11=708, 2=829, 40=159, 24=3707, 39=290, 25=2104. 12) Standard loadcase(s) has been removed. Building_ designer must review loads shown to verify that they are correct for the intended use of the truss. 13) This truss has been designed for a otal.drag,l_oaii of 4000 Ib.'L--umber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord, from G -0 -Oto 28-2-0; O -O -Oto 28-2-0 for 71.0 plf. 14) This truss design requires that a minimum of 7/16• structural wood sheathing be applied directly to the top chord and M; gypsum sheetrock be applied directly to the bottom chord. } . LOAD CASE(S) 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1:15- - Uniform Loads (plf) '► Vert: 1-11=-60, 11-22=-00, 22-23=-60, 41-45=-20, 24-40=-20 - -r 2) Dead + 0.75 Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 , 4 n •' Uniform Loads (p10 Vert: 1-11=-50.'11-22=-50,22-23---50,41-45---20,24-40=-20 3) Dead + 0.75 Snow (Unbal. Left): Lumber Increase= 1. 15, Plate Increase=1.15 , _ :• ' i, Uniform Loads (plf) • �` r " Vert: 1-7=-50; 7-11=-73, 11-22=-29, 22-23=-29, 41-45=-20, 24-40=-20._ r 4) Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 w Uniform Loads (plf) Vert: 1-11=-29, 11-50=-71, 22-50=-50, 22-23=-50, 41-45=-20, 24-40=:20 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) . 1 Vert: 1-11=-20, 11-22=-20,22-23=-20, 41-45=-40,24-40---40 6) Dead + 0.6 C -C Wind (Pos. Internal)Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) iK r Vert: 1-2=56, 2-11=20, 11-49=32, 22-49=20, 22-23=14, 41-45=-10,24-40=-10 t Horz: 1-2=-66, 2-11=29, 11-49=41, 22-49=29, 22-23=24, 22-24=31 7) Dead + 0.6 C -C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) ' Vert: 1-2=-11, 2-11=-34, 11-22=-34, 22-23=-29, 41-45=-20, 24-40=-20 i • t ` Horz: 1-2=-9,2-11=14,11-22=-14.22-23=-9,22-24=-28 • 8) Dead + 0.6 C -C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 - Uniform Loads (plf) - - Vert: 1-2=-29, 2-11=-34, 11-22=-34, 22-23=-11, 41-45=-20, 24-40=-20 Horz: 1-2=9, 2-11=14, 11-22=14, 22-23=9, 22-24=20 ' 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.601 Uniform Loads (plf) Vert: 1-2=21, 2-11=6, 11-22=11, 22-23=6, 41-45=-10, 24-40=-10 Horz: 1-2=30, 2-11=16, 11-22=21, 22-23=15, 22-24=18 10) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 t Uniform Loads (plf) �'• ` r ` Vert: 1-2=6, 2-11=11, 11-22=6, 22-23=21, 41-45=-10, 24.40=10 ; + Horz` 1-2=-15, 2-11=-21, 11-22=16, 22-23=30, 22-24=-15 4" 11) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60- Uniform Loads (plf) Vert: 1-2=-22, 2-11=-28, 11-22=-10, 22-23=-5; 41-45=-20, 24-40=-20" Horz: 1-2=2, 2-11=8, 11-22=10, 22-23=15,22-24=7 12) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 ' Uniform Loads (pif) 4 • ; • ' �' Vert: 1-2=-5, 2-11=-10, 11-22=-28, 22-23=-22, 41-45=-20, 24-40=-20 ' ,' a A. Horz: 1-2=-15, 2-11=10, 11-22=-8, 22-23=-2, 22-24=-26 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60,'Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=35, 2-11=20, 11-22=20, 22-23=35, 41-45=-10; 24 40 -10 , s Horz: 1-2=44, 2-11=29, 11-22=29, 22-23=44, 22-24=23 , b -14) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 • ;� . •`x' = . r 55 Uniform Loads (p� Vert: 1-2=24, 2-11=9.11-22=9, 22-23=24, 41-45=-10, 24-40=10 Horz: 1-2=34, 2-11=19, 11-22=19, 22-23=34, 22-24=23 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 af' -' • " ;'• _ Uniform Loads (plf) r • ? Vert: 1-2=-15, 2-11=-21, 11-22=-21, 22-23=-15, 41-45=-20, 24-40=-20 Horz: 1-2=5, 2-11=1, 11-22=-1, 22-23=5, 22-24=12 , 16)+Dead + 0.6 MWFRS Wtnd.(Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif)- _ Vert: 1-2=-15, 2-11=-21,11-22=-21, 22-23=-15, 41-45=-20, 24-40=-20' s , Horz: 1-2=-5, 2-11=1, 11-22=-1, 22-23=5,22-24=12 17) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 4 r • `� �'- ^ Uniform Loads (plf) Vert: 1-2=-60, 2-11=-20, 11-22=-20, 22-23=-60, 41-45=-20, 24-40=-20 18) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=-60, 7-11=-90, 11-22=-32, 22-23=-32, 41-45=-20, 2440=-20 Continued nn none 3 ®WARNING - VeMy design patamebrs and READ NOTES ON THIS AND INCLUDED M TEK REFERENCE PAGE MD -7473 rev. 10/03,2015 BEFORE USE. _ • -. ■ >, .. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system: Before use, the building designer must verify, the applicabidty of design parameters and property incorporate this design into the overall - (► budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ,M ' iVliTek• • t is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, stooge, delivery, erection and bracing of trusses and truss systems, see ANSIITPIf Quality Criteria, OSB -89 and SCSI Building Component - 250 Klug Circle I } Job ID:OoLxOT8pftOclvS?7axwtEzmUds-VtFDFNvW5dMY5LRA4slxPP?jUTN8tOzLixviuXzMBDO Truss Type Oty Ply Grilli residence Uniform Loads (plf) Puss �' Vert: 1-11=-32, 11-50=-88, 22-50=-60, 22-23=-60, 41-45=-20, 24-40=-20 20) Dead: Lumber Increase=0.90, Plate Increase�.90 Pill. metal=0.90 K3142679 171196 s 0D , * ' GABLE 1 1 f • Uniform Loads (plf) Vert: 1-2=-52, 2-11=-56, 11-22=43, 22-23=-39, 41-45=-20, 24-40=-20 Horz: 1-2=2, 2-11=6, 11-22=7, 22-23=11, 22-24=5 Job Reference (optional) meeKs tumoer, . reaaing 8.0110s Apr 202016 MiTek Industries, Inc. Fri Apr 2812:39:09 2017 Page 3 y ID:OoLxOT8pftOclvS?7axwtEzmUds-VtFDFNvW5dMY5LRA4slxPP?jUTN8tOzLixviuXzMBDO LOAD CASES) • 19) Dead + Snow (Unbal. Right): Lumber Increase --l.15, Plate Increase=1.15 Uniform Loads (plf) ;. Vert: 1-11=-32, 11-50=-88, 22-50=-60, 22-23=-60, 41-45=-20, 24-40=-20 20) Dead: Lumber Increase=0.90, Plate Increase�.90 Pill. metal=0.90 ' Uniform Loads (plf) • , . Vert: 1-11=-20, 11-22=-20, 22-23=-20, 41-45=-20, 24-40=-20 •+ ,` - , 21) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-52, 2-11=-56, 11-22=43, 22-23=-39, 41-45=-20, 24-40=-20 Horz: 1-2=2, 2-11=6, 11-22=7, 22-23=11, 22-24=5 r 22) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 t Uniform Loads (plf) Vert: 1-2=-39, 2-11=-43, 11-22=-56, 22-23=-52, 41-45=-20, 24-40=-20 , + + Horz: 1-2=11, 2-11=7, 11-22=5, 22-23 -2, 22-24=-19 - 1 f` 23) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 + Uniform Loads (plf) Vert: 1-2=-47, 2-11=-51,'11-22=-51, 22-23=-47, 41-45=-20, 24-40=-20, ' ' Horz: 1-2=3, 2-11=1, 11-22=-1, 22-23=3, 22-24=9 ' 24) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase= 1.60, Plate Increase=1.60 • = ; ° - Uniform Loads (plf) ` Vert: 1-2=-47, 2-11=-51, 11-22=-51, 22-23=-47, 4145=-20, 24-40=-20 Horz: 1-2=3, 2-11=1, 11-22=-1, 22-23=3, 22-24=9 • t '' Dead + 0.75 Snow (balanced) + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) ' Vert: 1-2=-50, 2-46=3, 3-46=-6, 3.6=3, 6-7=15, 7-11=3, 11-22=-103,'22-23=-50, 41-45=-20, 24-40=-20 Horz: 2-46=213, 3-46=256, 3-6=213, 6-7=175, 7-11=213, 11-22=213 Drag: 41-45=-107, 40-41=-107.24-413-1107 26) Dead + 0.75 Snow (balanced) + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 r•, • ' Uniform Loads (plf) Vert: 1-2=-50, 2-46=-103, 3-46=-94, 3-6=-103, 6-7=115,7-11=1103,11-22=3. 22-23=-50, 41-45=20, 2440=-20 Horz: 2-46=213, 3-46=256, 35=213, 6-7=-175, 7-11=-213, 11-22=-213 r r Drag: 41-45=107, 40-41=107, 24-40=107 } - ' 27) Dead + 0.75 Snow (Unbal. Left) + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 ,•r Uniform Loads (plf) ' Vert: 1-2=-50, 2-46=3, 3-46=-6, 3.6=3, 6-7=15,7-11=-19, 11-22=52, 22-23=-29, 41-45=-20, 2440=-20 ' - Horz: 2.46=213, 3-46=256, 35=213, 6-7=175, 7-11=213, 11-22=213 r'•• Drag: 41-45=-107,40-41=-107,24-40=-107 ' r 28) Dead+ 0.75 Snow (Unbal. Left) + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33, Uniform Loads (plf) Vert: 1-2=-50,2-46--103, 346=-94, 31r--103, 6-7=115.7-11=126,11-22=24.2i-23---29, 41-45=20, 24-40=-20 - • k Horz: 2-46=213, 3-46=256, 36=213, 6-7=-175,7-11=-213.11-22=-213 • Drag: 41A5-107, 40-41=107. 24 40 107 . • , 29) Dead + 0.75 Snow (Unbal. Right) + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 «. Uniform Loads (plf) I ': . . ' Vert: 1-2=-29,2A6--24, 346=15, 35=24, 6-7=36,7-1 1=24.11-50=124,22-50=-103,22-23=-50, 41-45=-20, 24-40=-20 Horz: 2-46=213, 3-46=256, 36=213, 6-7=175, 7-11=213, 11-22=213 Drag: 41=45=-107, 40-41=-107, 24-40=-107 30) Dead + 0.75 Snow (Unbal. Right) + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) '' • '' ` . .. .r ' Vert: 172=-29,2-46=-82, 3-46=-73, 36=-82, 6-7=-94, 7-11=82, 11-50=-18, 22-50=3, 22-23=-50, 41-45=-20, 24-40=-20. • W Horz: 2-46=-213, 3-46=-256, 35=-213, 6-7=-175, 7-11=-213, 11-22=-213 t` F Drag: 41-45=107, 40-41=107, 24-40=107. . r 31) Dead + 0.6 C -C Wind (Neg. Internal) Case 2 + Drag LC#1 Left: Lumber Increase=133, Plate Increase=1.33 r Uniform Loads (plf) = �' 4 Vert: 1-2=-29,2-46--37, 3-46=25, 3-6=37, 6-7=52,7-11=37,11-22=-105,22-23---11. 41-45=-20,24-40---20 Horz: 1-2=9, 2-46=298, 346=356, 35=298, 5-7=248, 7-11=298, 11-22=270, 22-23=9, 22-24=20 ' Drag: 4145=-142, 40-01=-142, 24-40=-142 .'� • 32) Dead+ 0.6 MWFRS Wind (Pos. Internal) Left+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 : Uniform Loads (plf) Vert: 1-2=21, 246=77, 3-06=65, 36=77, 6-7=92, 7-11=77, 11-22=-60, 22-23=6, 41-45=-10, 24-40=-10 r ' ' Horz: 1-2=30, 2-46=269, 3-46=326, 36=269, 6-7=218, 7-11=269, 11-22=305, 22-23=15, 22-24=18 r Drag: 41-45=-142, 40-41=-142, 24-40=-142 33) Dead + 0.6 MWFRS Wind (Pos. Internal) Left + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 .- s,' Uniform Loads (plf) t , Vert: 1-2=21, 2-46=55, 346=-53, 36=-65, 6-7=80, 7-11=-65, 11-22=82, 22-23=6, 41-45=-10, 24-40=-10 r ` Horz: 1-2=30,2-46=300, 346=-357, 36=-300, 6-7=-249.7-11=-300,11-22=-263,22-23=15,22-24-=18 Drag: 41-45=142, 40-41=142, 24-40=142 - 34) Dead + 0.6 MWFRS Wind (Pos. Internal) Right + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 - • - Uniform Loads (plf) ; c Vert: 1-2=6; 2-46=82, 346=70, 3-6=82, 6-7--97,7-11=82,11-22=-65,22-23=21. 41-45=-10, 24-40=-10 • Horz: 1-2=-15,2-46=263, 3.46=321, 36=263, 6-7=213.7-11=263,11-22=300.22-23=30.22-24=-15 t' - • '� 1 •, � Drag: 41-45=-142,40-41=-142,24-40=-142 35) Dead + 0.6 MWFRS Wind (Pos. Internal) Right + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Continued nn nane 4 • - - - ®WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE W-7473 rev. IOM312015 BEFORE USE. _ - ■■ _ Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an indMdual 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 • i�niTek• I allays required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSB -89 and SCSI Building Component - 250 Klug Cirde Job Truss Truss Type Qty Grilli residence [ly� K3142679 171196 E10D GABLE 1 1 Job Reference(optionarl meeKs kemDer, redoing 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:39:09 2017 Page 4 ID:OoLxOT8pftQctvS??axwtEzmUds-VtFDFNvW5dMY5LRA4s1 xPP?jUTN8tOzLixviuXzMBDO LOAD CASE(S) Uniform Loads (plf) Vert: 1-2=6, 2-46=-60, 3-46=-48, 3-6=-60, 6-7=75,7-1 1=-60, 11-22=77, 22-23=21, 41-45=-10, 24-40=-10 Horz: 1-2=15, 2-46=305, 3-46=-363, 3-6=-305, 6-7=-254, 7-11=-305, 11-22=-269, 22-23=30, 22-24=-15 Drag: 41-45=142, 40-41=142, 24-40=142 36) Dead + 0.6 MWFRS Wind (Neg. Internal) Left + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-22, 2-46=43, 3-46=31, 3-6=43, 6-7=59, 7-11=43, 11-22=81, 22-23=-5, 41-45=-20, 24-40=-20 Horz: 1-2=2, 2-46=292, 3-46=350, 3-6=292, 6-7=241, 7-11=292, 11-22=294,22-23=15, 22-24=7 Drag: 41-45=-142,40-41=-142,24-40=-142 37) Dead + 0.6 MWFRS Wind (Neg. Internal) Left + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-22, 2-46=-99, 3-46=-87, 3-6=-99, 6-7=114, 7-11=99, 11-22=61, 22-23=-5, 41-45=-20, 24-40=-20 Horz: 1-2=2, 2-46=-276, 3-46=-334, 3-6=-276, 6-7=-226,7-1i=-276,11-22=-274. 22-23=15, 22-24=7 Drag: 41-45=142, 40-41=142, 24-40=142 38) Dead + 0.6 MWFRS Wind (Neg. Internal) Right + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-5, 2-46=61, 3-46=49, 3-61, 6-7=76, 7-111, 11-22=-99, 22-23=-22, 41-45=-20, 24-40=-20 Horz: 1-2=15,2-46=274, 3-46=332, 3-6=274, 6-7=224.7-11=274,11-22=276,22-23=-2.22-24=-26 Drag: 41-45=-142, 40-41=-142,24-40=-1142 39) Dead + 0.6 MWFRS Wind (Neg. Internal) Right+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-5, 2-46=-81, 3-46=-69, 3-6=-81, 6-7=97,7-11=81, 11-22=43,22-23---22,4145---20,2440---20 Horz: 1-2=15, 246=294, 3-46=-352, 3-6=-294, 6-7=-243, 7-11=-294, 11-22=-292, 22-23=-2, 22-24=-26 Drag: 4145=142, 40-41=142, 24-40=142 40) Dead+ 0.6 MWFRS Wind (Pos. Internal) 1st Parallel+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=35,2-46=91, 3-46=79, 3-6=91, 6-7=106.7-11=91, 11-22=-51, 22-23=35,4i-45=-10, 24-40=-10 Horz: 1-2=44, 2-46=255, 3-46=313, 3-6=255, 6-7=204, 7-11=255, 11-22=313, 22-23=44, 22-24=23 Drag: 41-45=-142, 40-41=-142, 24-40=-142 41) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=35, 2-46=-51, 3-46=-39, 3-6=-51, 6-7=67,7-11=51, 11-22=91, 22-23=35, 41-45=-10, 24-40=-10 Horz: 1-2=44, 2-46=313, 3-46=-371, 3-6=-313, 6-7=-263, 7-11=-313, 11-22=-255, 22-23=44, 22-24=23 Drag: 41-45=142, 40-41=142, 24-40=142 42) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=24,2-46--80, 3-46=68, 3-6r-80, &7--95.7-11=80,11-22=-62.22-23--24, 41145-10,24-40-10 Horz: 1-2=34, 246=265, 3-46=323, 3-6=265, 6-7=215, 7-11=265, 11-22=303, 22-23=34, 22-24=23 Drag: 41-45=-142, 40-41=-142, 24-40=-142 43) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=24, 246=-62, 3-46=-50, 3.6=-62, 6-7=77,7-11=-62.11-22=80,22-23--24.41-45=-10, 24-40=-10 Horz: 1-2=34, 246=303, 3-46=-361, 3-6=-303, 6-7=-252, 7-11=-303, 11-22=-265, 22-23=34, 22-24=23 Drag: 4145=142, 4041=142, 24-40=142 44) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate I ncrease= 1. 33 Uniform Loads (plf) Vert: 1-2=-15, 246=50, 3-46=38, 3-6=50, 6-7=66, 7-11=50, 11-22=-92, 22-23=-15, 41-45=-20, 24-40=-20 Horz: 1-2=-5, 2-46=285, 3-46=343, 3-6=285, 6-7=234, 7-11=285, 11-22=283, 22-23=5,22-24=12 Drag: 41-45=-142, 40-41=-142,24-40=-1142 45) Dead+ 0.6 MWFRS Wind (Neg. Internal) 1st Parallel+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pin Vert: 1-2=-15, 2-46=-92, 3-46=-80, 3-6=-92, 6-7=107, 7-11=92, 11-22=50, 22-23=-15, 41-45=-20, 24-40=-20 Horz: 1-2=-5, 2-46=-283, 3-46=-341, 3-6=-283, 6-7=-233, 7-11=-283, 11-22=-285, 22-23=5, 22-24=12 Drag: 41-45=142, 40-41=142, 2440=142 46) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-15,246--50.3-46--38, 3-6=50, 6-7=66.7-11=50,11-22=-92. 22-23=-15, 41-45=-20, 24-40=-20 Horz: 1-2=5,2-46=285, 346=343, 3-6=285, 6-7=234,7-11=285,11-22--283,22-23--5.22-24=12 Drag: 41-45=-142,40-41=-142,24-40=-142 47) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase --1.33 Uniform Loads (plf) Vert: 1-2=-15,246---92, 3.46=80, 3-6=-92, 6-7=107.7-11=92,11-22=50,22-23---15, 41-45---20,24-40=-20 Horz: 1-2=5, 2-46=-283, 3-46=-341, 3-6=-283, 6-7=-233,7-11=-283,11-22=-2a5,22-23=5,22-24=12 Drag: 41-45=142, 40-41=142, 24-40=142 48) Dead -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pin Vert: 1-2=-20,246--51, 3-46=39, 3-6=51, 6-7=66.7-11=51, 11-22=91, 22-23=-20, 41-45---20,2440==-20 Horz: 246=284, 3-46=342, 3-6=284, 6-7=233, 7-11=284, 11-22=284 Drag: 41-45=-142, 40-41=-142, 24-40=-142 49) Dead -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-20,2-46=-91, 3-46=-79, 3-6=-91, 6-7=106,7-11=-91, 11-22=51, 22-23=-20, 41-45=-20,24-40=-20 Horz: 2-46=-284, 3-46=-342, 3-6=284, 6-7=-233, 7-11=-284, 11-22=-284 Drag: 41-45=142, 40-41=142, 24-40=142 50) 0.6 Dead -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 ®WARNING - Veny design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE M0.7413 rev. 10/03/2015 BEFORE USE. ■■■■ Design valid for use only with MiTekO 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 property incorporate this design Into the overall building design. Bracing indicated is to prevent bucirling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®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 ANSI/TPI1 Quality Criteria, OSS -89 and BCSI Building Component 250 Klug Circle Job I Truss Truss Type Grille residence 7Ply K3142679 171196 El OD GABLE 1 Job Reference o tiona meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:39:09 2017 Page 5 ID:OoLxOT8pftOclvS?7axwtEzmUds-VtFDFNvW5dMY5LRA4s1 xPP?jUTN8tOzLixviuXzMBDO LOAD CASE(S) Uniform Loads (plf) Vert: 1-2=-12,2-46--59,346=47.3-6--59, 6-7=74.7-1 1=59,11-22=83,22-23=-12,41-45=-12,24-40=-12 Horz: 2-46=284, 3-46=342, 3-6=284, 6-7=233, 7-11=284, 11-22=284 Drag: 4145=-142, 40-41=-142, 24-40=-142 51) 0.6 Dead -Drag LC #1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-12,2-46=-83, 3-46=-71, 3-6=-83, 6-7=-98,7-11=-83,11-22=59,22-23---12.41-45=-i2,24-40=-12 Horz: 2-46=-284, 3-46=-342, 3-6=-284, 6-7=-233,7-11=-284, 11-22=-284 Drag: 41-45=142, 40-41=142, 24-40=142 52) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Drag LC3t1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-52, 2-46=-3, 3-46=-12, 3-6=-3, 6-7=9, 7-11=-3, 11-22=-96, 22-23=-39, 41-45=-20, 24-40=-20 Horz: 1-2=2,2-46--219, 3-46=262, 3-6=219, 6-7=181, 7-11=219, 11-22=220, 22-23=11, 22-24=5 Drag: 4145=-107, 40-41=-107, 24-40=-107 53) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Drag LC #1 Righ-: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-52, 2-46=-109, 3-46=-100, 3-6=-109, 6-7=-121, 7-11=109, 11-22=11, 22-23=39, 41-45=20, 24-40=-20 Horz: 1-2=2, 246=-207, 346=-251, 3.6=-207, 6-7=-169,7-11=-207.11-22=-206,22-23--11, 22-24=5 Drag: 41-45=107, 40-01=107, 24-40=107 54) Dead + 0.75 Snow (bal.) + 0.7 5(0.6 MWFRS Wind (Neg. Int) Right) + Drag LC#1 Left: Lumber I ncrease= 1. 33, Plate I ncrease= 1. 33 Uniform Loads (pI0 Vert: 1-2=-39,2A6=11, 346=2, 3.6=11, 6-7=22.7-11=11, 11-22=-109.22-23=-52, 41-45=-20, 24-40=-20 Horz: 1-2=11, 2-46=206, 3-46=249, 3-6=206, 6-7=168.7-11=206,11-22=207, 22-23-2,22-24-19 Drag:41-45=-107,40-41=-107,24-40=-107 55) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Drag LC #1 Rignt: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-39,2-46=-96, 3-46=-87, 3-6=-96, 6-7=-107, 7-11=-96,11-22=-3,22-23=-52, 41-45=-20,24-40=-20 Horz: 1-2=-11, 2-46=-220, 3-46=-264, 3-6=-220, 6-7=-182.7-11=-220,11-22---219,22-23=-2,22-24=-19 Drag: 41-45=107, 40-41=107, 24-40=107 56) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel) + Drag LC #1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-47,2-46=3, 3-46=-6, 3-6=3, 6-7=14,7-11=3.11-22=-104.22-23=-47, 41-45=-20, 24-40=-20 Horz: 1-2=3, 2-46=214, 3-46=257, 3-6=214, 6-7=176,7-11=214. 11-22=212, 22-23=3, 22-24=9 Drag: 41-45=-107, 40-41=-107, 24-40=-107 57) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel) + Drag LC NI Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) - Vert: 1-2=-47, 2-46=-104, 3-46=-95, 3-15=-104, 6-7=115, 7-11=104, 11-22=3, 22-23=-47, 41-45=20, 24-40=-20 Horz: 1-2=3, 2-46=-212, 3-46=-256, 3-6=-212, 6-7=-i74.7-11=-212,11-22=-214.22-23=3,22-24--9 Drag: 41-45x107, 40-41=107, 24-40=107 58) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel) + Drag LCUt Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-47,2-46--3, 3-46=-6, 3-6--3,6-7=14.7-11=3.11-22=-104.22-23--47, 41-45=-20, 24-40=-20 Horz: 1-2=3, 2-46=214, 3-46=257, 3-6x-214, 6-7=176, 7-11=214, 11-22=212, 22-23=3, 22-24=9 Drag: 41-45=-107, 40-41=-107, 24-40=-107 59) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel) + Drag LC #1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=47, 2-46=-104, 3-46=-95, 3-6=-104, 6-7=-115, 7-11=104, 11-22=3, 22-23=-47, 41-45=-20, 24-40=-20 Horz: 1-2=3, 2-46=-212, 3-46=-256, 3-6=-212, 6-7=-174, 7-11=-212, 11-22=-214, 22-23=3, 22-24=9 Drag: 41-45=107, 40.41=107, 24-40=107 ®WARNING - Verily design parameter; and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M0-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MTek®connedos. 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 budding design. Bracing indicated is to prevent buckling of indAdual truss web andler chord members only. Additional temporary and permanent bracing Mire 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 ANSVTPI1 Quality Criteria, DS"9 and SCSI Building Component 250 Klug Circle Job " ' Truss Truss Type Qty Ply Grilli residence • ' . Scale =_ 139,6 ! K3142680 171196 F1.,._D�j,. COMMON SUPPORTED GAB 1 1 9 , 10.00 12 Job Reference o tions 1 meeks lumber, redding' 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 28 12:39:20 2017 Page 1 ' • ID:OoLxOT8pftQdvS??axwtEzmUds-h?QOz81PW?I w1mHDgkWMkyfBvBy4WzE94nmpzMBCr, , -1$0 7-0-0 14-0-0 r 1-8-0 ' 7-0.0 `l - 7-0-0 40 = . Scale =_ 139,6 .e .... .. y 7. • r' 5 9 `1 t • t.. 10.00 12 10 4 " 3 11 t a _. ■ � . t 1. ..� . . .. 2 d 12 12 - 1d '1' 13 • a y 4x4 = 21 20 19 18 17 .16 .,15 14 F 4x4 = .• ' I +' 1 Plate Offsets (X,Y)-- f2:0-0-0,0-0-41. A:0-2-0 Ednel f 12:Edae 0-0-41 LOADING (pst) TCLL 20.0 - SPACING- 2-0-0 CSI. ' DEFL. in (loc) I/dell ,. Ud , ' PLATES GRIP " , (Roof Snow=20.0) Plate Grip DOL 1.15 TC -- 0.15 Vert(LL) 0.00 13 • n/r 120 MT20 22.0/195 { 10.0 Lumber DOL 1.15 - `TCDL BC 0.11 { Vert(CT) 0.00 13 n/r 120 r . BCLL Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 16 n/a n/a BCDL 10.0 Code IBC2015/rP12014 Matrix -S . Weight: 87 Ib FT = 20% ' LUMBER.n BRACING - TOP CHORD 2X4 OF No.1&Btr G k TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: `' OTHERS 2X4 DF No.1&Btr G . j. 10-0-0 oc bracing: 17-18. REACTIONS. All bearings 14-0-0. ' t (lb) - Max Horz 2=155(LC 11) " Max Uplift All uplift 100 Ib or less at joint(s) 19, 20, 21, 16, 15, 14 except 2=-488(LC 36), 12=-488(LC 37) . Max Grav All reactions 250 Ib or less atjoint(s) 18, 19, 20, 21, 17, 16, 15, 14 except 2=522(LC 51), 12=522(LC , ' 22) ; FORCES, (lb) , Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. y -TOP CHORD' '2-3=-7621128, 3-4=-521/493, 4-5=-380/353, 5-6=260273, 8-9=-260/273, , .9-10=-347/333,10-11=-487/459,11-12=-750!134 { ! BOT CHORD 2-21=-570/673,20-21=-4091528.19-20=-3i4/423,18-19---219/337, 16-17=-219/337, ` 15-16=-305/423,14-15=-409/528,12-14=-559/689 ' + { NOTES- T' , 1) Wind: ASCE 7-10; Vult 110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B 45ft; L=24ft; cave=2ft; Cat. { ` ll; Exp C; enclosed; MWFRS (directional) and C -C Corner(3) -1-M to 1-4-0, Exterior(2) 1-4-0 to 7-0-0, Comer(3) 7.0.0 to 10-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry ' + Gable End Details as applicable, or consult qualified building designer as per ANSVTP1 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 w 4) This truss has been designed for greater of min roof live load of 14.0 psf or 1.00 times iat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 1 _ 5) All plates are 2x4 MT20 unless otherwise indicated. r ' �FESSION 6) Gable requires continuous bottom chord bearing. , 7) Gable Q� ZH4 F.yc studs spaced at 1-4-0 oc. s' �� 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. " 9) ' This truss has been designed for =��O a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-070 wide 1 ti Um will fit between the bottom chord and any other members. J C 70068 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 19, 20, 21, 16, { 9.30- 8' 15, 14 except t -Ib 2=488, 12=488. ' 12) This truss has been designed for a total=drag:load-of1000_Ib; Lumber DOL=(1.33) Plate grip 006-(1.33) Connect truss to resist s ' drag loads along bottom chord from 0-0-0 to 14-0-0, 0-0-0 to 14-0-0 for 35.7 plf. x Q t .. April 28,2017 ®WARNING - Verily, design parameters and READ NOTES ON THIS AND 94CLUDED MTTEK REFERENCE PAGE MD -7473 rev. 1010312015 BEFORE USE. It - y Design valid for use only with MiTelc® connectors. This design is based only upon parameters shown, and is for an individual building component, nit y ' r a buss 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 buss web ands chord members only. Additional temporary and permanent bracing T MiT®k� is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle ' Job ' Truss Truss Type Oty Pty Grilli residence i h ` Scale = 1.39.5 •"� _�• K3142681 171198 F2F2`D COMMON GIRDER 1 n , . .., . 20 \\ // - L Job Reference (optionaQ meeks lumber, _ redding t 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:39:21 2017 Page 1 ID:OoLxOT8pftOctvS7?axwtEzmUds-9B mAU22GJbXBLUnNFluxVrgJTehWV6TppKIrzMBCq .,. " s.• p . 1 3.6-0 7-0-0 10-6.0 - 14-0-0 ry.. - I .. s • . - •• .. �: - 3.6-0 3.6-0 .. .3.6.0 3-6-0- . • _ .. J . 4x6 11 - • h ` Scale = 1.39.5 •"� �• - t •, ' 10.00 12 • •r , • . .., . 20 \\ // t + ,• r r . 2x4• 416 +* 1i nflon 1dCS 12.7 - 13 - 14 6 15 ,+ 16 4x4 =. , • 4x4 = LUS26 LUS26 4x4 = C LUS26 4x4 = '" • , .,� �,, - LUS26 - LUS26 ,. •. . i ! "• -9.4-0 • ., 4-8-0 ' 14-0-0 ' 1 4-8-0 4-8-0 4-8-0 - t LOADING (psf) • TCLL 20.0 SPACING- 2-0-0 CSI. r DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.02 6-7 >999 240 t MT20 r 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.34 Vert(CT) -0.07 6-7 >999 180 ., v ' BCLL ' '� 0.0 Rep Stress lncr NO WB 0.11 Horz(CT) 0.01 5'• n/a n/a i BCDL 10.0 Code IBC2015ffP12014 Matrix -MS \ Weight: 157 Ib FT = 20% LUMBER- BRACING - TOP CHORD .2X4 DF No.1&Btr G - TOP CHORD Structural wood sheathing directly applied or 6-0-0 Dc purlins. BOT CHORD i 2X6 DF No.1 G BOT CHORD 'Rigid ceiling directly applied or 6-0-0 Dc bracing. ' - WEBS 2X4 DFNo.1&BtrG -' - r •t REACTIONS. (Ib/size) ; 1=1519/0-5-8, 5=1944/0-5-8 Max Horz 1=126(LC 26)' i, Max Uplift 1=-842(LC 27), 5=-908(LC 28) Max Grant 1=1789(LC 18), 5=2159(LC 17) . . , FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less 'except when shown. _ ' ' f '•i TOP CHORD .1-2=-2618/1230, 2-3=-2256/873, 3-4=-2451/908, 4-5=-2762/1224 BOT CHORD 1-7=-906/1970, 6-7=358/1209, 5-6=-891/2104 WEBS 3-6=-293/1637, 3-7=222/1185 ' k NOTES- 1) 2 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: ' Top chords connected as follows: 2x4 - 1 row at 0-9-0 Do. ; Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 Co. r Webs connected as follows: 2x4 - 1 row at 0-9-0 Co. .. • 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. .3) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber'DOL=1.60 1 plate grip DOL=1.60 • 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; 01=1.1 i 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. ' 7) A plate rating reduction of 20% has been applied for the green lumber members.' .. �y�FESSIOAl Q '� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt -1b). ZHgO Fy ` 1=842.5--908. 9) This truss has been designed fora drag:Ioad of;1500 -total lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 14-0-0, 0-0-0 to 14-0-0 for 53.6 plf. ' C 70068 - 10) Use Simpson Strong -Tie LUS26 (4-10d Girder, 3-1Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 DC max. starting at 4-3-4 from the left end to 12-3-4 to conned truss(es) to back face of bottom chord. 9-30 8 11) Fill all nail holes where hanger is in contact with lumber. " * ti ti LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 u Contined on Daae 9 - -April 28,2017 ®WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED NYIITEK REFERENCE PAGE 11111-7473 rev.1010312015 BEFORE USE. , Design valid for use only with MTek®wnnectors. This design is based only upon parameters shown, and is for an individual building component, not - �• + truss system. Before usethe building designer must verify the applicability of design parameters andro , y gn pproperty inthis th corporate s design into e overall u0ding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. y. Additional temporary and permanent bracing ba• WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the. - r' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DS849 and BCSI Building Component f 250 Klug Circle - 4 i - u - - Job Truss i Truss Type Qty ply Grilli residence 171196 F2D _ COMMON GIRDER 1 n K3142681 L Job Reference o tions C ®WARNING . Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU -7473 rev. 10/09/2015 BEFORE USE. ff Design valid for use only with MiTekQD connectors. This design is based only upon parameters shown, and is for an individual building component, -nit "' a buss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the ..Itbuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord memters only. Additional temporary and permanent bracing MIT®k• is allays 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 ANSVTPII Quality Criteria; OSB -89 and SCSI Building Component . 4' / 250 Klug Circle ' Job Truss Truss Type Oty Ply Grilli residence SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow --20.0) K3142682 171196 M1 Monopitch Structural Gable 1 1 BC 0.14 Vert(CT) -0.05 8-18 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Job Reference (optional) n Ana gum raumn9 8.ulu s Apr 2V zult3 MI I ek Industries, Inc. Fri Apr 28 12:39:222017 Pagel I D:OoLxOT8pftQdvS??axwlEzmUds-dOX8Og3gt d?i9LwgL5m_R91_Ejs?O_XG iTZugHzMBCp 1 -2-2-0 I 3-9-0 i 7-6-0 { 11-4-0 t 2-2-0 3-9-0 3-9-0 3-10-0 P 4x4 kale = 1:22.5 5 3x6 = 4x4 = 8 7 6 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.02 8-18 >999 240 MT20 220/195 10) TCDL 10.0 Lumber DOL 1.15 BC 0.14 Vert(CT) -0.05 8-18 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz( CT) 0.00 8 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 68 lb FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2X4 DF No.1&BtrG BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DFNo.1&Btr6 OTHERS 2X4 DF No.1&Btr G REACTIONS. All bearings 4-0-0 except (jt --length) 2=0-5-8. (lb) - Max Horz 2=11O(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) 8, 6, 7 except 2=-139(LC 10) Max Grav All reactions 250 Ib or less at joints) 6, 7 except 2=401(LC 19), 8=653(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. - TOP CHORD 2-3=-251/0 WEBS 3-8=-384/47, 4-8=-426/142 NOTES - 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-2-0 to 0-10-0, Interior(1) 0-10-0 to 11-2-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MVVFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 6, 7 except (jt=1b) 2=139. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. ®WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MD -7473 rev. 10/032015 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 budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members oNy. 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 bredng of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and BCSI Building Component Q�yOVESSIO& ZHAo �yc� C 70068 *\ 1) // /* April 28,2017 WOW 250 Klug Circle ! ®WARNING •Verily design parameters and READ NOTES ON iH15 AND INCLUDED M1TEK REFERENCE PAGE MU -7473 rev. 10N312015 BEFORE USE. - Design valid for use only with Miieh® connectors. This design is Eased only upon parameters shown, and is an individual bolding wmponent, rid - a truss system. Before use, the building designer must verify the of design parameters and h� ; •� ' applicability proper! Inco crate this design Into the overall ��• •1 building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ` t v is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Mi k' • ` fabrication, storage, delivery, erection and bracing of trusses and truss systems, see gNSI/TPI1 Quality Criteria, DSBS9 and SCSI Building Componerd _ 250 qug Circ A Job Truss ' Truss Type t pty Ply Grilli residence - 171196 M2 MonopRch K3142683 re ' o fiona ' Job Reference . meeks lumber, , , redding - ;' 8.010 s Apr 20 2016 M7ek Industries, Inc. Fri Apr 2812:39:23 2017 Page 1 " y . ID:OoLxOT8pftpclvS??axwtEzmUds-5a5WbA31ow7ZnVVsuoHDzMa97BS90zPw71RNjzMBCo • I -2-2-0 3-9-6 ..7-6-12 11-4-0 2-2-0 ,p 3-9-6 - I 3-9-6 } .. _ -_ 3-9-4 •• _ .. ... 1 . i • - - - Scale= 1:21.9 _. r 2x44. I I 5 t 2 a 4x4 3.00 12 .. � 12 .. • ' 2X4 ♦ 1' 4x4 = + .. -.4. , „r, . 7 • 4x4 r• l 3x6 • • • � 1 • • -4 � - - '7-6-12 - 39-4 (psf)0 ~ TOADING O CLL 20) . y` SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Vd PLATES GRIP "• (Roof Snow=2 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.03 7-10 . >999 240 MT20 220/195 TCDL - 10.0 ° Lumber DOL 1.15 `• BC 0.19 Vert(CT) -0.10 7-10 >879. 180 , BCLL 0.0 >re. Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 7 n/a • n/a BCDL 10.0 Code IBC2015ITP12014 Matrix -AS - +. Weight: 50 lb FT = 20% LUMBER- ,- r ` r BRACING- ` z TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. t ' } BOT CHORD 2X4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied. ` r'� WEBS 2X4 DFNo.1&BtrG REACTIONS. (Ib/size) 2'382/0-5-8.7=643/0-5-8 ` Max Horz 2=110(LC 13) ' ' Max Uplift 2=-124(LC 10), 7=-124(LC 11) ' Max Grav 2=382(LC 1), 7=748(LC 19) a ' ' S "' � � •_ _- ' r 1. , FORCES., (lb) - Max. Comp./Max. Ten. = All forces 250 (lb) or less except when shown. •• ' ro ; + - 1 P ` TOP CHORD '2-34-354/22.3-4--3581281 h BOT CHORD 2-7=-29/327. r WEBS 3-7=-505/98, 4-7=-518/344,4-6--307/277 " ^t •. NOTES- .� 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. r ~ ' II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-2-Oto 1-1-0, Interior(1) 1-1-0to 11-2-4 zone; cantilever left and right " exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS fer reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 •: Y . 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct='1.1' 3) Unbalanced snow loads have been considered for this design. - r , " 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00_ times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. -r ..• ' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /- 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0.0 wide " will fit between the bottom chord and any other members. ' 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (it -lb) 3 r �FESSION q� 2=124,7=124.* 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum ' Q� , .�M ZNAO F,yc _ . sheetrock be applied directly 4o the bottom chord: �Q,� C 70068. : �• R 1. � it EXP. 9 30.2018 r . . ,• _ . . ' r CIVIL. _. F • 1 - OF CPA -\F f April 28,2017. ! ®WARNING •Verily design parameters and READ NOTES ON iH15 AND INCLUDED M1TEK REFERENCE PAGE MU -7473 rev. 10N312015 BEFORE USE. - Design valid for use only with Miieh® connectors. This design is Eased only upon parameters shown, and is an individual bolding wmponent, rid - a truss system. Before use, the building designer must verify the of design parameters and h� ; •� ' applicability proper! Inco crate this design Into the overall ��• •1 building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ` t v is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Mi k' • ` fabrication, storage, delivery, erection and bracing of trusses and truss systems, see gNSI/TPI1 Quality Criteria, DSBS9 and SCSI Building Componerd _ 250 qug Circ o fiona ' le h . • nil, ,, s � .• - ;r lir A meeks lumber, reddin + 9' "• • * � 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:39:24 2017 Page 1 ID:OoLxOT8pftgclvS??axwtEzmUds-ZmfuoW4wZEFOOf43SWpsWa7KGWXZuswZ9n2_MzMBCn ' I .39-6 •. ` 7-6-12 + 11-4-0 - +. . 39.6 - 't 3-9-6 • . ` 39-4 q .. • q , • /'� `' • - '; • r . 2x4 II Scale= 1203'1 3.00 12 - - - : axil o 12 Y •:r q - 2x4 r • ' ,. , 4x4= 4x4 — I. _ t 6 + ` 3x6 •r .t•. 7-fi-YJ 11-4-0 - ' 7-6.12 I - 3-9-4 I +' LOADING (psf) SPACING- + 2.0-0 CSL, DEFL. in*' (loc) I/dell Ud PLATES GRIP ± TCLL 20.0' Plate Grip DOL 1.15 TC 0.21 ., Vert(LL) -0.03 6-9 >999' 240 ` MT20 .220/195 TCDL(Roof now=2 16. Lumber DOL - 1.15 BC 0.20 Vert(CT) -0.11, 6-9: >809 , y 180 ! ' TCDL 10.0 Rep Stress Incr ,YES _ WB 0.13 , Horz(CT) y 0.01 - 6 n/a n/a , BCLL 0.0,' Code IBC2015/rP12014 Matrix -AS Weight: 47 lb FT=20%. BCDL - 10.0 LUMBER- BRACING- A TOP CHORD 2X4 OF No. 1&Btr G _ _ TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2X4 OF No.t&Bir G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 OF No. 1&BtrG. • ' A. r REACTIONS (Ib/size), 1=233/0-5-8, 6=66210-5-8 f Max Horz 1=101(LC 13) Max Uplift 1=-31(LC 10), 6=-126(LC 11) * "1 Max Grav 1=233(LC 1), 6=742(LC 18) FORCES. "(Ib) - Max. Comp./Max. Ten. - All forces'250 (lb) or less except when shown + TOP CHORD 1-2=-409/76, 2-3=-357/269 + BOT CHORD 1-6=-901397 , WEBS 2-6=-589/181, 3-0=-486/342; 3-5=-306/267 + 4 • NOTES- ' ( s. 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4'.8psf; h=25ft;`B=45ft; L=24ft; eave=oft; Cat. , ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-2-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate , • " q w grip DOL=1.60 •,� , 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 + 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. c 5 This truss has been designed for a live load of 20.0 r , + 9 psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 41, 7) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 Ib uplift at joint(s) 1 except (it --lb) ` 6=126: • • i . - i 8) This truss design requires that a minimum of 7/16° structural wood sheathing be applied directly to the top chord and 'h• gypsum" S �FESSIO r sheetrock be applied directly to the bottom chorda q4' w , yl ♦ xY. ` �wO M Z144 Fac a •' a G 70068 R' ' ' 9-30 18 L April 28,2017 ' ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M7TEK REFERENCE PAGE MY -7473 rev. 1010312015 BEFORE USE. , Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is fcr an individual building component, not ' I ��• •- a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall r. 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 property damage. For general guidance regardDng the , , faDrieation• storage, delivery, erection and bracing of Wsses and truss systems, see ANSI/TPII Quality Criteria, DSS -a9 and SCSI Building Component' , 250 Klug Circle _ ! Job z Truss.Truss Type Oty Ply Grilli residence '+ 171198 • ' ' M3 Monopitch K3142684 • `f - • Job Reference o ti ons A. Job ,. Truss Truss Type -' • " ,' Qty Ply Grilli residence - ons K314268 171196 PB1 rs� w Piggyback Job Reference o ti • . meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:39:24 2017 Page 1 ID:OoLxOT8pftQctvS??axwtEzmUds-ZmfuoW4wZEFOOf43SWpSWa7NPWaXuu_Z9n2 vAzMBCn,' • 1 - 2-0-6 r . 4-0-11 • „ - .. . 2-0.6 - - r , - . I . 2-0.6 + . 4. ti- t - '4x4 = '4 Scale= 1:7.8 - 6.00 12 • - .4 • h wy' 2 t • t 2x4. _ c a' _ 2x4 = - a , r - . ' • ; 4-0-11 Plate Offsets (X,Y)-- 13:0-2-O.Edgel LOADING (psf) TCLL ` 20.0 SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP ' (Roof Snow 20.0) . Plate Grip DOL 1.15 TC 0.00 Vert(LL) ,- 0.00 4 n/r 120 MT20 220/195 1 Lumber DOL 1.15 BC 0.01 Vert(CT) • 0.00 4 n/r 120 �L B0.0 Rep Stress Incr . YES WB 0.00 Horz(CT) . 0.00 4, n/a n/a �. SFT BCDL % 10.0 Code IBC2015rTP12014 Matrix-S Weight: 27 Ib = 20% , LUMBER- i BRACING- TOP CHORD 2X4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-11 cc purlins., BOT CHORD. 2X4 DF No.18Btr G +, BOT CHORD • Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. .(Ib/size) 2=120/2-2-1, 4=1202-2-1 " Max Horz 2=-14(LC 12) Max Uplift 2=-30(LC 14), 4=-30(LC 14) r �. Z . * ' FORCES. (lb)'- Max. Comp./Max. Tena- All forces 250 (lb) or less except when shown. ' ! L,- .- + • i NOTES-, r '.1) 3-ply truss to be connected together as follows: Top chords connected with 10d (0.131'X3") nails as follows: 2x4 - 1 row at 0-9-0 cc. 'r r Bottom chords connected with 10d (0.131"x3") nails as follows: 2x4 - 1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section.' Ply to �s + ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. • r 1 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat •, F ll; Exp C; enclosed; MWFRS (directional) and C•C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL--11.60- 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times Flat roof load of 20.0 psf on overhangs ' non-concurrent with other live loads. • ., , . 3 •' 7) Gable requires continuous bottom chord bearing. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. • 10) A plate rating reduction of 20% has been applied for the green lumber members. ` �y�FESSIQN 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 12) See OQ ZH �F Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building - lv M ,4 ti designer.VIM C 70068 • . ,.. ." .� `. •+ - � �. •. � ' " 9- -2018 IVIL �a\ OFOpA April 28,2017 Y AWARWNG • Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MD-7479 rev. 10109!1015 BEFORE USE. Design valid for use only with MTlIndividualeconnectors. This design is based only upon parameters shown, and is for an Individual building component, not 1" a buss system. Before use, the building designer must verify the applicability of design parametersand property Incorporate this design into the overall ,��• "' building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing .. MiT®k• is alvrays required for stability and to prevent collapse with possible personal injury and property damage: For general guidance regarding the " r , fabrication, storage, delivery, erection and bracing of busses and truss systems, see gNSU7P11 Quality Criteria, DSB-89 and SCSI Building Component `' "`• i _ 250 Klug Circe , � ' • , ... ♦ r = • r k '•. ' � ., r' 1 ' . • .. � r r + . ^ to "' 5 ons Job Truss Truss Type Oty Ply Grilli residence I/dell L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 K3142686 171196 PB2 Piggyback 21 1 MT20 220/195. Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 Job Reference o tions meeKs IUmDer, reading i i 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 28 12:39:25 2017 Page 1 ID:OoLxOT8pftOcvS??axwtEzmUds-1yDHOr5YKYNHOpfFODKh3nfYOwvOdLE ORnYRczMBCm 2-0-6 I - 411 2-0-6 2-0-6 4x4 = 3 2x4 = 2x4 = Scale = 1:7.8 LOADING (psf) TCLL 20.0. SPACING- - 2-0-0 CSI. _ DEFL. in (loc) I/dell L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.01 Vert(LL) 0.00 4 n/r 120 MT20 220/195. Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 4 n/r 120 TCLL 10.0 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -S Weg i ht: 9 l FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-11 oc purlins.. BOT CHORD 2X4 DF No. 1&Btu G BOT CHORD Rigid ceiling directly applied or 10-0-0 Dc bracing. REACTIONS. (Ib/size) 2=1202-2-1, 4=12072-2-1 Max Horz 2=14(LC 13) Max Uplift 2=-30(LC 14), 4=-30(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where.a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Q�pFESSIOfyq� ZH40 C 70068 April 28,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MO.7473 rev. 10/09/2015 BEFORE USE. - �• Design valid for use only with Mi ek® 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 property incorporate this design into the overall budding design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and m prevent collapse win 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, DS"S and SCSI Building Component 250 Klug Circle t Job Truss `' Truss Type ally Ply Grilli residence % • .. • '� ' t.l r t [, r..� r * .Scale' 3/41' t` 4X4 = r • .. r 1, 171196 P83 ti Piggyback 1 1 ' t. Job Reference o 'ono K3142687 •y � T nreew mmner, ^, reaamg : - r 5.UlU 5 Apr ZU Zulu mi I eK Industries, Inc. hri Apr ZB 12:39:2b 2Ul 1 Pagel •' .:; - ID:OoLxOT8pftOclvS??auwtEzmUds-lyDHOr5YKYNHOpfFODKh3nfYTwvTdL5iORnYRczMBCm - ,. 2-9-12 1 5-7-9 I .( 1', ' r ; • - •- 2-9-12. q- 2-9-12 - • .. • '� ' t.l r t [, r..� r * .Scale' 3/41' t` 4X4 = r • .. r 1, o • ' r 9t V - 10.00 12 999 r J� •_ 2x4 2xS . I I 5-7-9 Plate Offsets (X,Y)-- • 12:0-2-1 0-1-0), [4:0-2-1.0-1 -0] LOADING (psf) ' TCLL 20.0 .,�, ,' SPACING- 2-0-0 CSI. '0.05 DEFL. in (loo) I/defl , . Ude PLATES GRIP (Roof Snow=20.0) Plate Grip DOL', 1.15 TC , Vert(LL) 0.00. 4 n/r 120 .,. �• MT20 220/195 - e TCDL 10.0 Lumber DOL 1.15 r8C 0.03 Vert(CT) 0.00 4 n/r 120 ,'-• - , . BCLL 0.0 ' Rep Stress Incr YES WB . 0.01 Horz(CT) 0.00 4 n/a n/a. - BCOL 10.0 Code IBC2015/TPI2014 Matrix -3 - Weight: 18 lb FT = 20% J LUMBER- y a BRACING - TOP CHORD . 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-7-9 oc purlins. BOT CHORD 2X4 DF No.I&Btr G BOT CHORD. Rigid ceiling directly applied or 10-0-0 Dc bracing.. l OTHERS 2X4 DF NoA&Btr G, a ' REACTIONS. (Ib/size) '2=i23144-6.4--123/4-",6--147/44-6 ` Max Horz'2= 46(LC 10) t µ , Max Uplift 2=-40(LC 12), 4=-40(LC 12)' r r FORCES. (lb)� Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. s e 'NOTES- t - - , e <• . i u -^ M ., ' 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; 5CDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. h n Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right / 1 _ exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; ExpC; Partially Exp.; Ck1.1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 1.00 times Flat roof load of 20.0 psf on overhangs { non -concurrent with other live loads. 4) Gable requires continuous bottom chord bearing.,— - y 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1'► "+ i 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. • + ' 7) A plate rating reduction of 20% has been applied for the green lumber members. ' �: , 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. c f ' 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base tnlss as applicable, or Consult qualified building ... designer. FESS/pN ZHA �F?, , + f C 70068 ' EXP. 9-30-2018 April 28,2017 ®WARNING - Verfry design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO -7473 rev.10103M15 BEFORE USE. y Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not t a truss system. Before use, the building designer must verify the applicability of design parameter and properly incorporate this design into the overall - �'/ ok - budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord member only. Additional temporary and permanent bracing MITek• r is allays required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the - - ' - v . fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPJ1 Quality Criteria, DSB-89 and BCSI Building Component 7 250 Klug Circle ti 1 �.1 rl meeks lumber, redding 8.010 s Apr 20 2016 M7ek Industries, Inc. Fri Apr 2812:39:26 2017 Page 1 ' r J'.•" ' ID:OoLxOT8pftOctvS??axwtEzmUds-V9nfDB6A5NV8ezERaxrwb?CiDKFiMoLrd5X5z_2zMBCl w. I 2-9-12 i. _ 5-7-9. - . •yr,,.. 2-9-12 2-9-12 " 1 — 1 _ • Scale' 3/4°=T1 . 4x4 — '� "' "'�• _ ,rr A. .. 3 o f « 7 10.00 12 • -� • ' i' } C , .-]• - 2 4- 1 l� y:,1 Dc4 = - 2x4 II ' 2x4 t: Plate Offsets (X.Y)-- [2:0-2-1.0-1-01, [4:0-2-1,0-1-01 LOADING (psf)• SPACING-' 2-M; CSI. + t DEFL. in (loc) _ I/defl L/d PLATES GRIP •k, - TCLL 20.0 - Plate Grip DOL 1.15 ,TC 0.05 Vert(LL) , 0.00 4 n/r 120 MT20 220/195 " (Roof Snow=2 10. Lumber DOL 1.15 BC 0.03 Vert(CT) _ 0.00 4 n/r 120 u TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB' 0.01 Horz(CT) 0.00 4 n/a n/a ` BCDL 10.0 ` Code IBC2015/rP12014 Matrix-S - Weight: 18 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G - TOP CHORD " :.Structural wood sheathing directly applied or 5-7-9 oc puriins. • , BOT CHORD 2X4 DF No:1&Btr G BOT CHORD , Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 OF No. 1&Btr G ` � ' r ' ` s REACTIONS., (Ib/size) 2=123/4-4 i,'4=123/44-6, 6=147/4-4-6 t , Max Horz 2=-46(LC 10) " s * ; Max Uplift 2=-40(LC 12), 4=-40(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten All forms 250 (Ib) or less except when shown. w NOTES- i) OTES Y 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasil=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.- 11; Exp C; endosed; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right - exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 -, r 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1.1 -* 3) This truss has been designed for greater of min roof live load of 14.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads.', Ir 4) Gable requires continuous bottom chord bearing. r "' e � • ' • �� " 4 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. +: . 6)' This truss has been designed for a live load of 20.0psF on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide A. will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. i r 8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 Ib uplift at joints) 2, 4. v. • + 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. n �OFESSIOAI ZH4O F --• + ' ; _j 070068 t -a_ XP. 9-3 8 Y • v y4 , 'April 28,2017' ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AIMEK REFERENCE PAGE M0-7473 rer.10/03,2015 BEFORE USE. Design valid for use only with Mi 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 property incorporate this design into the overall - _ - ••' t budding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members orly. Additional temporary and permanent bracing 1Y��T®K ' 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 - ANSUTPr1 Quality Criteria, DSB�B and SCSI Buildin Co " , h a g mponeM � 250 Klug Circle r. ' .. �.>. • I S t • ! - .may . ^ ' � - Job Truss Truss Type r. - �Qty Ply Grilli residence ,�• " K3142688 171196 P84 Pi99Yback _ 13 '1 ' •, - Job Reference o tions ' •4 g Job Truss russ Type Oty Ply Grilli residence �Piggybaclk K3142689 171196 PBS 1 1 in (loc) I/defl Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.05 Job Reference ( o tiona 0 N N CS 6.1.111.1 S Apr ZD ZU1t3 Mil eK Industries, Inc. Fri Apr 28 12:39:27 2017 Pagel ID:OoLxOT8pftQcNS??axvAEzmUdszLL1 RX7os9e?F6pe7eM98CktzkbxSFb?rlGeWVzMBCk I 2-9-15-7-9 2-9-12 I 2-9-12 44 = 3 6 2x4 = Z:A II 2x4 _ Scale: 3/4"=.1' Plate Offsets (X.Y)— f2:0-2-1.0-1-01.[4:0-2-1.0-1-01 LOADING (psf) • TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.05 Vert(LL) 0.00 4 n/r 120 MT20 220/195 10) TCLL 10.0 Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 4 n/r 120 « BCLL 0.0 " Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code IBC2015/fP12014 MatrixS Weight: 18 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-7-9 oc pudins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF No.1&Btr G REACTIONS. (Ib/size) 2=123/4-4-6, 4--123/4-4-6,6--147/4-4-6 Max Horz 2=-46(LC 10) Max Uplift 2=-40(LC 12), 4=-00(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 1.00 times Flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Q�OFESSIOA/4 ZH40�ycm C 70068 z EXP. 9-30-2018 �t CIVIL F OF CAL�F�� April 28,2017 ®WARNING - Verrry design Parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE MD -7473 iev. 10ID3,2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system: Before use, the building designer must vertfy the applimbility of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent bucking of individual truss web andlor chord members only. Additional temporary and permanent bracing MiT®k- is atways required for stabpily 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 ANSUTPII Quality Criteria, OSB -99 and SCSI Building Component 250 Klug Circle r Job Truss Type + - Ply Grilli residence , , 171198 � �Truss T9D;�• •, PIGGYBACK BASE GIRDE ' � �Qty T' -' i� • / .'. ,.�.... K3142690 - - a. ; • ,. "' ` J Job Reference (optional) meeks lumber, r t Bedding , 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:39:29 2017 Page 1 • It . + . ID:OoLxOT8pftQclvS??axwtEzmUds•wkSnsD830mujVOyOF3OdDdg1 X6DZzlIJ31laNzMBCi t • - } ` `,' • t' , r I 4-0-0 I 8-7-134 I • 13310 17-45 I 21-6-3 h 47-13 4-7-13 - 4-0.11:, 4-1-13. 41-13 • •;t.. .1 .. •. ,,.=r; _� 4x8 = 'L' 4 Scale= 1:78.5 4x4 . r �• . 6.00 12 520 ~.' ,i - .. +•. .. 6 21• . '•� - ,- •, - 4x8 i 4x4 '` yr s• -a ,_ 4 ,• 7 5x8 �' " ` • ,. 1 axa II 19» 22 , ¢ d +/ 3.00,12 • - N . , •, •- i1 8x18M18SHS • t• d r•, t , , • ',s 4x8 % 2 - N r - - 23 24 25 ` 26 27, 28 29 30 , 31 32 - 33 34 1 14 '_ •13 ` - - - , 12 . 11 10 935 7` t LUS26 • + •• '' 12x12 II 8x8 II � ,12x12 = . ,4x6 =_ 4x8 =' 8x8 = 5x8 II - ' LUS26 LUS26 LUS2fi LUS26 LUS26" LUS26'LUS26_ LUS26 LUS26 LUS26 LUS26 LUS26 40.0 :7;_13 I '13-3-10 f 17-4.5 I 21-6-'� �. 2�8-0 •- 4-0-0 413 4-7-13 4-0.11 4-1-13 4-1-13 • * �,"' " Plate Offsets (X Y)- [4:0-3-5,0-1-81, f5:0-5-4 0-2-01 [&Edge 0-1-121 f9:Edae 0-3-81 1`10:0-3-8.G-4-01, [13:0-6-0,0-6-41 ' • LOADING (per ^ ' ' TCLL � 20.0 , 20) SPACING- � 2-0-0 -CSI. ' DEFL. in (lox) • Ildefl L/d a PLATES , GRIP _ (Roof Snow=2 Plate Grip DOL 1.15 TC . 0.80 Vert(LL):. -0.21 13-14 >999 240 MT20 174/154' TCDL 10.0 Lumber DOL 1.15 BC 0.75 Vert(CT) -0.60 13-14 >512 ' 180.-..M18SHS 1220/195, BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(CT) 0.06 9 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -MS Weight: 803 Ib FT = 20°x' . LUMBER- BRACING- TOP CHORD 2X4 DF No. 1&Btr G 'Except' TOP CHORD Structural wood sheathing directly applied or 5-7-14 oc purlins, 1-2: 2X6 OF No.1 G except end verticals. ' BOT CHORD' 1-1/2" x 7-1/4" VERSA -LAM® 2.0 2800 DF *Except' ° BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. + 9-13:2X8 DF No.2 G ` WEBS 2X4 OF No.1&Btr G 'Except' t ' • L 3-14.,2X6 DF No.1 G ,SLIDER , 1Left2x4 DF No.1&Btr-G 4-1-11 REACTIONS. ' (Ib/size) 1=9522/0-5-8, 9=8254/0-5-8 i •' S " r''+ ;+ Max Horz 1=300(LC 46) Max Uplift 1=-1447(LC 7), 9=-1123(LC 10) + Max Grav 1=9716(LC 28), 9=8597(LC 28) `r FORCES. *(Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. •' _ r r' ' tr:, TOP CHORD 1-2=-183092752, 2-14=-826!1741, 2-3=-497/134, 3-4=-638205, 4-5=-5359/847,' r , _ 5-6=-4133!104, 6-7=-4704/760, 7-8=-3527/568, 8-9=-7417/1007 4 BOT CHORD 1-14=-2938/17621, 13-14=-335120158, 12-13=949/5612, 11-12=-764/4737, . • 4, ..x 10-11=-478/3079 i s '••+r WEBS 2-4=-1065511416,2-13---15237/2518,4-13=-1289/8470, 4-12=-1998/417, 5-12=-591/3848, . '5-11=1882/350, 6-11=-259/1830, 7-11=-4142511, 7-10=-3245/518, 8-10=-881/6460 ' NOTES- + + t+ •' 1) 3 -ply truss to be connected together with 10d (0.131'x3") nails as follows: } Top chords connected as follows: 2x6 - 2 rows staggered at 0.9-0 oc, 2x4 - 1 row at G-9-0 oc. • +' Bottom chords connected as follows: 1 12 x 7 1/4 - 4 rows staggered at 0-4-0 oti. a , . ". ' . + r Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. , , 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE_ (S) section. Ply to �OFESSIO/yq ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph = ZHAO (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=26ft; eave=oft; Cat. ��O �,M 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 r DOL=1.60 _ 2 plate grip t + ; y - U 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1.1 `- • » ;. C 70068 .. 5) Unbalanced snow loads have been considered for this design. ' ! / 6) Provide adequate drainage to prevent water ponding. 9-30-2018 7) All plates are MT20 plates unless otherwise indicated. + ► ' 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide C1 will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) A plate rating reduction of 20% has been applied for the green lumber members. - - 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=lb) April 28,2017 ®WARNING -Verily design pammetem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MA 10/012015 -7473 rev. BEFORE USE. • Design valid for use only with MRekO 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 applirabitily of design parameters and property incorporate this design into the overall C i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r i �' + + j MIT®K• is allays 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 busses and truss systems, see ANSUTPII Quality Criteria. DSB-89 and SCSI Building Com ., _ y b4 nB goners _ f 250 Klug Circle , fi "' ` meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:39:29 2017 Paget ID:OoLxOT8pftpclvS??axwtEzmUds-wkSnsD830mujVpyOF3OdDdgliX6DZzIIJ311aNzMBCI,• NOTES ,. >, .. 12) Use Simpson Strong -Tie LUS26 (4-10d Girder, 3-10d Truss) or equivalent spaced at 2-0-0 oc max. starting at 0-11-12 from the left end to 10-11-12 to connect truss(es) to back face of bottom chord.. t't ,13) Use Simpson Strong -Tie LUS26 (4-SD9112 Girder, 4-SD9212 Truss, Single Ply Girder) or equivalent spaced at 2-M oc max. starting at 12-11-12 from the left end to 24-11-12 to connect truss(es) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 4 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3837 Ib down and 793 Ib up at 4-2-12 on bottom chord. The design/selection of such connection devioe(s) is the responsibility of others. •, LOAD CASE(S) Standard 1 �} •- 1 1) Dead + Snow (balanced): Lumber Increase= 1. 15, Plate Increase= 1. 1 5 Uniform Loads (plf) - Vert: 1-2=-60, 3-5 5-6=-60, 6-8=-60, 9-15=-20 ' r r , •+ „ Concentrated Loads (lb) Vert: 14=-3400(F) 11=-1057(B) 17=822(B) 23=-821(8) 24=-821(13) 25=-821(8) 26=-821(B) 27=-821(B) 29=-1057(B) 30=1057(B) 32=-1057(B) 33=-1057(B) 34=1057(8) 35=-1062(8) y - S , + y '�.• �, e`er, � .I r., ,.. }`k •', ' '•!� • i - _ ..e • t,♦1 +'� �".'� Je ate' t - .. u- ~'.+1. •, f; ' t -. ,. `. `� �• +t. 3 ' ® WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev. 101032015 BEFORE USE. ■■ Design valid for use only with Mi connectors. This design is based only upon parameters shown, and is for an individual building component, not r,+ - jai* a truss system. Before use, the building designer must verily 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 MiT®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 ANSIRPI1 Quality Criteria, DSB49 and BCSI Building Component - 250 Klug Circle 4. Job _ • � Truss. • b -Truss Type •} pty ' Ply Grilli residence * � � K3142690 171198 Tb? - PIGGYBACK BASE GIRDE 1 ' � Job Reference (optional) ' + . � meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:39:29 2017 Paget ID:OoLxOT8pftpclvS??axwtEzmUds-wkSnsD830mujVpyOF3OdDdgliX6DZzIIJ311aNzMBCI,• NOTES ,. >, .. 12) Use Simpson Strong -Tie LUS26 (4-10d Girder, 3-10d Truss) or equivalent spaced at 2-0-0 oc max. starting at 0-11-12 from the left end to 10-11-12 to connect truss(es) to back face of bottom chord.. t't ,13) Use Simpson Strong -Tie LUS26 (4-SD9112 Girder, 4-SD9212 Truss, Single Ply Girder) or equivalent spaced at 2-M oc max. starting at 12-11-12 from the left end to 24-11-12 to connect truss(es) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 4 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3837 Ib down and 793 Ib up at 4-2-12 on bottom chord. The design/selection of such connection devioe(s) is the responsibility of others. •, LOAD CASE(S) Standard 1 �} •- 1 1) Dead + Snow (balanced): Lumber Increase= 1. 15, Plate Increase= 1. 1 5 Uniform Loads (plf) - Vert: 1-2=-60, 3-5 5-6=-60, 6-8=-60, 9-15=-20 ' r r , •+ „ Concentrated Loads (lb) Vert: 14=-3400(F) 11=-1057(B) 17=822(B) 23=-821(8) 24=-821(13) 25=-821(8) 26=-821(B) 27=-821(B) 29=-1057(B) 30=1057(B) 32=-1057(B) 33=-1057(B) 34=1057(8) 35=-1062(8) y - S , + y '�.• �, e`er, � .I r., ,.. }`k •', ' '•!� • i - _ ..e • t,♦1 +'� �".'� Je ate' t - .. u- ~'.+1. •, f; ' t -. ,. `. `� �• +t. 3 ' ® WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev. 101032015 BEFORE USE. ■■ Design valid for use only with Mi connectors. This design is based only upon parameters shown, and is for an individual building component, not r,+ - jai* a truss system. Before use, the building designer must verily 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 MiT®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 ANSIRPI1 Quality Criteria, DSB49 and BCSI Building Component - 250 Klug Circle 4. Job _ • � Truss. • b -Truss Type •} pty ' Ply Grilli residence * � � K3142690 171198 Tb? - PIGGYBACK BASE GIRDE 1 ' � Job Reference (optional) Job � ! Truss • is ply `: c �. - ` .' +•t .. .r. ��. '• _ � y • •• K3142691 171198 "r , V1 , •' Valley 1 1 . ' Job Reference o• flora r". rrteeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:39:30 2017, Page 1 ' ID:OoLxOT8pftOcivS??axwtEzmUds-OwO93Z9h94Oa6aXCptftvsmrMLgxcUIZf"VJ6pzMBCh r g `- „ - • - - - 21-4-0 32-8-0 . 34-8.0 .. . e _ - 21-4-0 . , .. { 11-4-0 f 2-0-0 � .� - _ ` +1' • • ` 6.00 12 4x4 - - .. t 1. , Scele = 1:73.0 • ,4 r .. ex4 i - t c' 25 26 6 27 10 1 28 12 ' 24 .. 25x5. 112 ... • rb' • ' ,• .. ,+ ` •'" • t 231 22 2129 •20 .1916 + -17 r • • 16 15 14 13' ..I'f. . 2.5x5 I I • 4X4 i• r• - I -- ; -+ = 32-&0 LOADING . (psf)0 0 SPACING- 2-M CSI. DEFL. in (loc) I/defl L/d t PLATES GRIP (Roof SnowCLL =20.0. Plate Grip DOL 1.15 . TC 0.20 Vert(LL) 0.01 12 ' n/r' 120' MT20 220/195 `' TCDL 10.0 * ' Lumber DOL 1.15 BC , 0.10 . Vert(CT) -0.01 12 n/r 120 T• , _ BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(CT) -0.00 13 n/a n1a BCDL 10.0 t Code ISC2015frP12014 Matrix -S , f Weight: 179 Ib FT = 20% �G LUMBER- ' BRACING - TOP CHORD 2X4 DF No.1&Btr G • TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, *: - BOT CHORD 2X4 DF No.1&Btr G - except end verticals. WEBS ' •., 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 4 Yr OTHERS 2X4 DF No.1&Btr G J WEBS 1 Row at midpt •, 8-16, 7-17; 9-15 r } r r REACTIONS.. All bearings 32-&0. + •` ^ .! - _ '• (Ib) - Max Horz 23=314(LC 13) ' ` � ,� - t _ 2.'`'- - Max_ Uplift All uplift 100 Ib or less at joint(s) 17, 18, 20, 21, 15, 14 except 23=-267(LC 12), 13=-182(LC 14), _ , s yt• '1' 22=-162(LC 11) fi.' ' , Max Grav All reactions 250 Ib or less at joint(s) except 23=302(LC 13), 13=309(LC 23), 16=445(LC 22), 17=460(L6 *. • 3), 18=426(LC 22), 20=439(LC 22), 21=357(LC 22), 22=379(LC 22), 15=520(LC 4), 14=381(LC 23) FORCES. (lb) - Max, Comp./Max. Ten. - Ah forces 250 (lb) or less except when shown.) , f TOP CHORD 1-2=-297/252, 2-3=251206, 7-8=-1931308, 8-9=-194297, 11-13=-260/214 ' WEBS - 7-17=-3181138,2-22=258/157, 9-15=-395/145 1 NOTES- -1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.Bpsf; h=25ft; B=45ft; L=33ft; eave=4ft; Cat. .. e . ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-4-15, Interior(1) 3-4-15 to 21-4-0, Exterior(2) 21-4-0 to ` „ - ,'�, . ,; *• +» 24-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for ' reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced ;now loads have been considered for this design. 4), This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. - 5) All plates are 2x4 MT20 unless otherwise indicated r + r y ' 6) Gable requires continuous bottom chord bearing: 4 , J) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads B) ' This �' �OFESSIONq , truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Q will fit between the bottom chord and any other members, with BCDL = 10.Opsf. AI !v� �� ZHAo Fy 9) A plate rating reduction of 20% has been applied for the green lumber members. .� _� 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 17, 18, 20, 21; • 15, 14 except at --lb) 23=_267, 13=182, 22=162. _ - „ .. C 70068 m t, • . y . ' , 8-30-2018 • ' .. 1 .... - . '' , .. �' . • �'' sT 1. \Q- 01- V • April 28,2017•• . + ® WARNING - Verify design parrmeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IIID 10/0.1)2015 BEFORE • -7473 rev. USE. Design valid for use only with MTek® 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 incorporate + - , » ' parameters and properly this design Into the overall •'�• • !r building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members orgy. Additional temporary ' brown ', •� ,- t1 p ary and perm p 9 ,' is always required for stability and to prevent collapse with injury damage., For MiT®k• r _ possible personal and property general guidance regarding the t• • fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSV7PI1 Quality Criteriq DSS -89 and SCSI Building Component' w . 250 Klug Circle ut Job � ! Truss • Truss Type + � ply Ply Grilli residence '• _ � y • •• K3142691 171198 "r , V1 , •' Valley 1 1 . ' Job Reference o• flora ' WARNING - VerKy design parametera and READ NOTES ON THIS AND 1 INCLUDED MREK REFERENCE PAGE M0-7473 rev. 10/07)2015 BEFORE USE. - Design valid for use only w8h MTek®cormedars. 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 property Incorporate this design into the overall � ��• �., • building design. Bracing indicated is to prevent buckling of individual buss web antlfor chord members only. Additional temporary and permanent bracing • is ahvays rerJu'ved for stability and to prevent collapse with possible personal and 't MiTek• injury property damage. For general guidance regarding the. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIlTPI1 Quality Criteria, O ons KI U-269 .a meeks lumber, reddirig 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:39:37 2017 Page 1 t ID:OoLxOT8pftQclvS??axwtEzmUds-hGxpXyE4VEuaSfaZjkXVYJ9Y3m?vRk3T8lhAsvzMBFa..� " •ir• 21-7-1 ti 32-11-0 3411-0 ` -t i• `� . • 21-7-1 11-40 " 2-0-0 _ !•. . .• 1 '�.i A♦ .. t 4x4 Scale= 1:68.3 i - 6.00 12 x` r r .. T. Y 4x4 i 22' '23♦ . • ... •�' , 24 10 ' 3 - 11 21 61 a 6. 4x4 % ' , ' ♦ .. ' .x ♦ • J.• • 20 19 ' 1817 16 �'' _ 15 14, 13. 12- } 4 • 1 4x4 I 32-11-0 - - 32-11-0' r (psf) ' TCLLL 20.0 1' , SPACING- 2-0-0 CSI. DEFL , 3 in (loc) I/dell , , Ud PLATES GRIP , a Plate Grip DOL 1.15 TC . 0.20 Vert(LL) ' 0.01 11 Nr 120 • MT20 220/195 (Roof Snow=2 10. Lumber DOL 1.15 BC •' .0. 12, Vert(CT) -0.01 11 n/r 120 " BCDLL 10.0 ` Y Rep Stress Incr YES ! WB 0.14 Horz(CT) -0.00 12 Na n/a - t BCDL - 10.0' - Code IBC2015/rP12014 Matrix -S , Weight: 165 Ib FT = 20% LUMBER - a '. • BRACING_ r '" TOP CHORD 2X4 OF No.t&Btr G ? * TOP CHORD' " Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.1&Btr G 4 except end vertical's. - WEBS ` 2X4 OF No.1&Btr G ? a: BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. ' OTHERS 2X4 OF No. 1&Btr G WEBS 1 Row at midpt 7-15, 6-16, 8-14 REACTIONS. - All bearings 32-10-8. ,• T ' ' - , i ,: y (Ib) Max Horz 1=281(LC 13) r _ Max Uplift All uplift 100 Ib or less at joint(s) 16, 17, 19, 20, 14, 13, 1 except 12=-173(LC 14) r. ' T• ' Max Grav ' All reactions 250 Ib or less at joint(s) 1 except 12=306(LC 23), 15=445(LC 22), 16=456(LC 3), + 17=444(LC 22), 19=341(LC 22), 20=422(LC 1), 14=518(LC 4), 13=379(LC 23) t FORCES. • (lb) = Max. Comp./Max` Ten. - All forces 250 (lb) or less except when shown. TOP CHORD ' 6-7=-177/290, 7-8=-178279, 10-12=-252!217 WEBS 6-16=-316/138,2-20=-307/157,8-14=-393/144 , �1 fyt. NOTES r• ` r.. 1) Wind: ASCE 7-10;Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-7-9 to 3.11-0, Interior(1) 3-11-0 to 21-7-1, Exterior(2) 21-7-1 to 24-10-8 zone; cantilever left and right exposed ; end vertical left and right ezposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs ? non -concurrent with other live loads. _ 5) All plates are 2x4 MT20 unless otherwise indicated. i '6) Gable requires continuous bottom chord bearing.VA - ' 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurcent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areaswhere a rectangle 3-x0 tall by 2-0.0 wide Of ESS10 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Q a 9) A plate rating reduction of 20% has been applied for the green lumber members. ' • ,. t �tv� .�Qf1 ZHq� 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Iti uplift at joint(s) 16, 17, 19, 20, _ .y 14, 13, 1 except (jtAlb) 12=173. kr fn C 70068 ,1 : , . _' ►. �, . , 'EXP. 9-30 2018 . . r j T. ' '�•' � ! . . - • • . _ ..' .r. • .. ,• f . April 28,2017E Job ' �• Truss Truss T . YP? Qty -Ply T residence 171196 V2;Valleyeference o ti SB -89 and BCSI Building Component , M1 c .. 250 qug. Circle ` - Job Truss " Truss Type Qty Ply Grilli residence „ , , - ' t ' • � •. ,± • K3142693 171196 V3 Valley - 1.� 1, .. � � 4 - Job Reference (optional) ' Yy 1• meeks lumber, "' redding 8.010 s Apr 20 2016 MTek Industries, Inc. Fri Apr 28 12:39:37 2017 Page 1 c-• » ID:OoLxOT8pftOclvS??axwtEzmUds-hGxpXyE4VEuaSf'aZjkXVYJ9Y3m?6Rirr8lhAsvzMBCa y. .l • ' 19.7-1 30-11-0 32-11-0 ^ 137-1 i '114-0 1 2-0.0 r 'k t.. {r 4x4 = 1 Scale'= 1:62.7 ' . . 6.00 12 .. i • w - 4X4 i 21 22 t . } . • 3- 6 • i - 8 ~ ,14 dh 10 23 _ s 5 1 24 '2 ' w•. r' 4x4 20 .1925 18 17 _ 16 _ , 15 ` 14 13 12 , ; •• .. "`•' ' 4x4 30.11-0 s LOADING (psf) 2 SPACING- 2-0-0 CSI. DEFL. in (loo) I/defl L/d PLATES GRIP TCLL • 20) i 'Plate Grip DOL 1.15 TC 0.20 Vert(LL). '0.01 11 n/r 120 MT20 220/195 , (Roof Snow=20.0) y Lumber DOL 1.15 BC 0.10 Vert(CT) TCDL 10.0 0.01' 11 n/r 120 _ BCLL,. 0.0 Rep Stresslncr "YES WB. 0.29 - Horz(CT) 0.00 12• n/a n/a r BCDL 10.0 Code IBC2015/rP12014 Matrix -S Weight: 148 Ib FT = 20% ti LUMBER- _ • BRACING- f ' TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, ti . BOT CHORD 2X4 DF No. 1&Btr G except end verticals. �• WEBS 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. OTHERS 2X4 DF No.1&Btr G r I' WEBS , 1 Row_. at midpt 7-15 T REACTIONS. 'All bearings 30-10-8.' (lb) - Max Horz 1=243(LC 13) ' - ' - • '• ' MaxUplift All uplift 100 lb or less at joint(s) 16, 17, 19, 20, 14, 13, 1 except 12=-162(LC 14) - . Max Grav All reactions 250 Ib or less at joints) 1 except 12=297(LC 23), 15=441(LC 22), 16=458(LC 3), u 17=432(LC 22), 19=357(LC 22), 20=308(LC,1). 14=505(LC 4), 13=379(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. a ` TOP CHORD . 6-7=-161/271,7-8=162f260 , k, WEBS 6-16=-318/136, 8-14=-375/141' + NOTES- 1) OTES 1) Wind: ASCE 7-10; Vult 110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Extedor(2) 0-7-9 to 3-7-1, Interior(1) 3-7-1 to •19-7-1, Exterior(2) 19-7-1 to 22-8-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions r shown; Lumber DOL=1.60 plate grip DOL=1.60 1 2) TCLL: ASCE 7-10; PI`40.0 psf (flat roof snow); Category 11; Exp C; Partially Exp,; Ct=1.1 ;' t 1 •. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. , 1 5) All plates are 2x4 MT20 unless otherwise indicated. - 6) Gable requires continuous bottom chord bearing. ^, • 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 * SOF ESSION will fit between the bottom chord and any other members, with BCDL = 10.0psf. , Y COQ ZH 0 FC 9) A plate rating reduction of 20% has been applied for the green lumber members. 1p M A y X10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 16, 17, 19, 20, �� 2 14, 13, 1 except at --lb) 12=162. J C 70068' 18 ,t April 28,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE Mg -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �• a truss system. Before use, the building designer must verify the applimbility 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 • J MiT®k� - Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - „�• Y 9 Y P ap p D l Y P oD Y 9 9 9 � fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlfTPI1 Quality Criteria, OSB -89 end SCSI Building Component • '� 250 Klug Circle i ., . , a ll meeks lumber, •�•r redding 8.010 s Apr 20 2016 M Tek Industries, Inc. Fri Apr 2812:39:38 2017 Page 1 ` y y ID:OoLxOT8pftOdvS??axwtEzmUds-9TVBklFiGXOR4p81HS3k4XijpAK8AAHcNyRkOMzMBCZ ' i'= •a + l a-`• ' 17-7-1 - - 28-11-0 30-11-0 1 . 11 . 4x4 = �.. - , Scale= 1:57.2 20 6.00 12 4 - 6 21 ch b 22 ♦ e o- d. •'' 4x4 A •�l �: . - , - _ _ 17 16,15 14 13 ; 12 • 11 10 r .• .....i- ' 4x4= I _ 28.11-0 - - 28-11-0 - LOADING (psf) SPACING- 2-M CSL . ' DEFL. in (loc) I/defl L/d PLATES GRIP - ' TCLL 20.0 „Plate Grip DOL 1.15. TC • _ 0.20 Vert(LL) 0.01 9 n/r 120 MT20 220/195 (Roof Snow --20.0)1. Lumber DOL 1.15 BC 0.12, Vert(CT) -0.01 • 9 n/r 120 y TCDL 10.0• Rep Stress Incr YES WB Y 0.20 - Horz(CT) 0.00 10 n/a n/a BCLL 0.0 ' Code IBC2015/TPI2014 Matrix -S Weight. 131 1b f � FT: -20% ` BCDL � 10.0 LUMBER- ". BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 DC purlins, BOT CHORD 2X4 DF No. t&Btr G except end verticals. 4 ` WEBS 2X4 DF No. 1&Btr G `+ y . BOT CHORD Rigid ceiling directly applied or 6-0-0 DC bracing. OTHERS ; 2X4 DF No. 1&Btr G WEBS . 1 Row at midpt '5-13 REACTIONS. All bearings 28-10-8... (lb) -Max Max Horz 1=2W(LC 13) ' Max Uplift All uplift 100 Ib or less at joint(s) 1, 14, 15, 17, 12, 11 except 10=-149(LC 14) • ? ' • ; ' :Max Grav All reactions 250 Ib or less at joint(s) 1 except 10=262(LC 20), 13=435(LC 22), 14=476(LC 3), k t 15=333(LC 22), 17=425(LC 19), 12=498(LC 4), 11=325(LC 23) FORCES. (Ib) -Max. Comp./Max. Tena -All forces 250 (Ib) or less except when shown. TOP CHORD 4-5=-144/250 p' 'WEBS t 4-14=-323/137; 2-17=-310/154; 6-12=-357/139 ^ ; , - - NOTES= r r1r 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4,8psf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. x ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 17-7-1, Exterior(2) 17-7-1 to 20-7-1 lone; cantilever left and right exposed ;end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions � shown; Lumber DOL=1.60 plate grip DOL=1.60 - 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 y 3) Unbalanced snow loads have been considered for this design. - 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. - - •r ' C 5) All plates are 2x4 MT20 unless otherwise indicated • . ; ' _ _. - .� • I • 6) Gable requires continuous bottom chord bearing. ^7) This truss has been designed fora 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 4t �pFESS/ON will fit between the bottom chord and any other members, with BCDL = 10.0psf. ' • - Q '� 9) A plate rating reduction of 20% has been applied for the green lumber members. ��O .�,M ZNq� Fyc 110) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 14, 15, 17, 12, } 11 except (it --lb) 10=149. ; t, , k " • ,.rr cv C 70068 EXP. 9-30-2018 CIM. April 28,2017 ®WARNING - Verify, design parameter: and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MU -7473 rev. 1010312015' BEFORE USE. • Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, net 1 �• ,. f, r,, m 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 tem •� y parer and regarding the permanent bracing '^ MiTe I•' r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regard'mg the • �Y� R - ' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, OSB•89 and BCSI Building Component . .� 250 Klug Grde Job �'r "Truss Truss Type Ory Ply Grilli residence A • .ry � '" • K3142694 171198 +4' V4 Valley ' ++ ` Job Reference o tions a ll meeks lumber, •�•r redding 8.010 s Apr 20 2016 M Tek Industries, Inc. Fri Apr 2812:39:38 2017 Page 1 ` y y ID:OoLxOT8pftOdvS??axwtEzmUds-9TVBklFiGXOR4p81HS3k4XijpAK8AAHcNyRkOMzMBCZ ' i'= •a + l a-`• ' 17-7-1 - - 28-11-0 30-11-0 1 . 11 . 4x4 = �.. - , Scale= 1:57.2 20 6.00 12 4 - 6 21 ch b 22 ♦ e o- d. •'' 4x4 A •�l �: . - , - _ _ 17 16,15 14 13 ; 12 • 11 10 r .• .....i- ' 4x4= I _ 28.11-0 - - 28-11-0 - LOADING (psf) SPACING- 2-M CSL . ' DEFL. in (loc) I/defl L/d PLATES GRIP - ' TCLL 20.0 „Plate Grip DOL 1.15. TC • _ 0.20 Vert(LL) 0.01 9 n/r 120 MT20 220/195 (Roof Snow --20.0)1. Lumber DOL 1.15 BC 0.12, Vert(CT) -0.01 • 9 n/r 120 y TCDL 10.0• Rep Stress Incr YES WB Y 0.20 - Horz(CT) 0.00 10 n/a n/a BCLL 0.0 ' Code IBC2015/TPI2014 Matrix -S Weight. 131 1b f � FT: -20% ` BCDL � 10.0 LUMBER- ". BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 DC purlins, BOT CHORD 2X4 DF No. t&Btr G except end verticals. 4 ` WEBS 2X4 DF No. 1&Btr G `+ y . BOT CHORD Rigid ceiling directly applied or 6-0-0 DC bracing. OTHERS ; 2X4 DF No. 1&Btr G WEBS . 1 Row at midpt '5-13 REACTIONS. All bearings 28-10-8... (lb) -Max Max Horz 1=2W(LC 13) ' Max Uplift All uplift 100 Ib or less at joint(s) 1, 14, 15, 17, 12, 11 except 10=-149(LC 14) • ? ' • ; ' :Max Grav All reactions 250 Ib or less at joint(s) 1 except 10=262(LC 20), 13=435(LC 22), 14=476(LC 3), k t 15=333(LC 22), 17=425(LC 19), 12=498(LC 4), 11=325(LC 23) FORCES. (Ib) -Max. Comp./Max. Tena -All forces 250 (Ib) or less except when shown. TOP CHORD 4-5=-144/250 p' 'WEBS t 4-14=-323/137; 2-17=-310/154; 6-12=-357/139 ^ ; , - - NOTES= r r1r 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4,8psf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. x ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 17-7-1, Exterior(2) 17-7-1 to 20-7-1 lone; cantilever left and right exposed ;end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions � shown; Lumber DOL=1.60 plate grip DOL=1.60 - 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 y 3) Unbalanced snow loads have been considered for this design. - 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. - - •r ' C 5) All plates are 2x4 MT20 unless otherwise indicated • . ; ' _ _. - .� • I • 6) Gable requires continuous bottom chord bearing. ^7) This truss has been designed fora 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 4t �pFESS/ON will fit between the bottom chord and any other members, with BCDL = 10.0psf. ' • - Q '� 9) A plate rating reduction of 20% has been applied for the green lumber members. ��O .�,M ZNq� Fyc 110) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 14, 15, 17, 12, } 11 except (it --lb) 10=149. ; t, , k " • ,.rr cv C 70068 EXP. 9-30-2018 CIM. April 28,2017 ®WARNING - Verify, design parameter: and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MU -7473 rev. 1010312015' BEFORE USE. • Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, net 1 �• ,. f, r,, m 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 tem •� y parer and regarding the permanent bracing '^ MiTe I•' r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regard'mg the • �Y� R - ' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, OSB•89 and BCSI Building Component . .� 250 Klug Grde Job �'r "Truss Truss Type Ory Ply Grilli residence A • .ry � '" • K3142694 171198 +4' V4 Valley ' ++ ` Job Reference - `• � Job •, Truss Truss Type , • Ply - Grilli residence - �Qty K31426951 171196 r VS Valley ,. 1 1 _ . ' T •Job Reference (optional) �•. � meeks lumber, ,red_ ding - - - • 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:39:39 2017' Page 1 ID:OoLxOT8pftOclvS??axwtF_zmUds-df3ZyeGK1r81'Iyjxg9azdkEuZZgavetmccAHxoZMBCY I t 15-7-1 # 26-11-0 l 226 k . - 15-7-1 - 11-4-0 2-0-0 '• • '40= .. .. . _ : Scale = .1:51:2 L, . 5: r + 19 6.00 12 A `- .6 .+ .y 2.5x5 II •,r 20 9 - . • - 4x4'.17 16 7521 14 - 13 12• Y.. 2211 10 " 4x4 a • p. - L •�� i _ .. - 25.11-0 2611-0 LOADING (psf) SPACING- 2-M CSI., DEFL in (lot) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC , 0.20 Vert(LL) , 0.00 9 n/r 120 MT20 220/195 (Roof Snow=20.0) Lumber DOL 1.15 BC 0.10 Vert(CT) -0.01 t 9 n/r 120 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) ,0.00 10 - n/a n/a s v ~ T ' ,*. BCDL 10.0 Code IBC2015/TPI2014 MatrixS Weight: 116 lb FT = 20% LUMBER- a BRACING-• a-..."'. TOP CHORD 2X4 OF No.1&Btr G - + TOP CHORD Structural wood -sheathing directly applied or 6-0-0 oc purlins; , - BOT CHORD 2X4 OF No. 1&Btr G ' except end verticals. T WEBS 2X4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2X4 OF No. t&BtrG *' REACTIONS. All bearings 26-10-8. x - ` s 4 �" +` • t b (lb) Max Hori 1=166(LC 13) t .a ' Max Uplift All uplift 100 Ib or less at joint(s) 1, 14,•15, 17, 12, 11 except 10=-131(LC 14) i, Max Grav All reactions 250 Ib or less at joint(s) 1 except 10=258(LC 20), 13=437(LC 22), 14=466(LC 3), • 15=348(LC 22), 17=312(LC 19), 12=479(LC 4), 11=307(LC 23), { FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 4, �, ' • ' WEBS 4-14=-317/135, 6-12=334/138 +- , NOTES-' 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=27ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-7-9 to 3-7-1, Interior(1) 3-7-1 to 15-7-1, Exterior(2) 15-7-1 to 18-7-1 • �+ zone;cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions r ' shown; Lumber DOL=1.60 plate grip DOL=1.60 T 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. " 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times Flat roof load of 20.0 psf on overhangs , r, noncoricurrent with other live loads. • _ Ir S) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 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 alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other.members, with BCDL = 10.Opsf. FEsslo& 9) A plate rating reduction of 20% has been applied for the green lumber.members.., Q 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 14, 15, 17 12 - ��O �,M ZH4 11 except at=1b) 10=131. J C 70068 ;)o EXP. 9-30-2018 April 28,2017 • ^ ®WARNING - Verify design parameters and READ NOTES ON THIS AND MCLUDED MIfEK REFERENCE PAGE NN -7473 rev -10/03!1015 BEFORE USE. • s Design valid for use only with Mrrek® coimecim. 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 ,eriy the applicability of design parameters and property Incorporate this design into the overall ) 1` building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing - is allays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MIT®K• . fabrication, storage, delivery, erection and bracing of trusses and truss systems, see: • ANSVTPII Quality Criteria. OSB439 and BCSI Building Componem •250 Klug Circle ' 4 ` l' Job �,. • Truss Truss Type • � Oty, Ply Grill residence - _ t \ 171196 � ' • � V6 ? . • Valley - 1 1 • a �1c31aasss 'K3142696 w _ o bona ' Job Reference ll t meeks lumber, redding ; S 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:39:40 2017 Page 1 ID:OolxOT8pftOctvS??axwtEzmUds-5rdx9 Hyo9G9J617Ot5C9yn4YzOae6EvrGwgTEzMBCX" "1 t, 13-7-1 - 24-11-0 I 13-7-1 . - .�• • _ -• .. \ 4x4!= , - • _ Scale= 1:44.8. ° • 6.00 12 t 6 n 17, t ' - +. 3. + 2 518 I - 6 ,. '1 1' a ' 4x4 G - 1 - - '� .. 1413 12 11. 10 - 9 8 + •� • 4x4 = r , 'S - _ .. i ". 94-11-0• f .. . • � 24-11-0 LOADING (psf) 2 - TCLL 20.0 SPACING= 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP t� Snow=210.. Plate Grip DOL 1.15 TC 0.19 _, Vert(LL) n/a - n/a 999 MT20 220/195 - TCD - TCDL 10.0 Lumber DOL 1.15 BC 0.12 Vert(CT). n/a - n/a 999 BCLL 0.0 ' " Rep Stress Incr YES WB 0.11-" Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code IBC2015/1 PI2014 MatrixS Weight: 981b FT = 20% LUMBER- i BRACING - TOP CHORD 2X4 DF NO.1&Btr G TOP CHORD t Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD ; 2X4 DF No. 1&Btr G except end verticals. - WEBS 2X4 DF No. 1&Btr G ' BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. ' • {. OTHERS • 2X4 DF No. 1&Btr G r ; REACTIONS. —All bearings 24-10-8. • � ', i " (lb) - Max Horz 1=126(LC 13) ' ; y Max Uplift All uplift 100 Ib or less at joint(s) 1, 8, 12, 14, 10, 9 Max Grav • All reactions 250 Ib or less at joint(s) 1, 8 except 11=411(LC 21), 12=351(LC 3), 14=419(LC 1), 10=393(LC 4), 9=305(LC 1) " •- f . FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.' 2 WEBS 3-12=-273/130,2-14=-303/153, 5-10=-311/135 f 4 NOTES- -• -� 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph;.TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-7-9 to 3-7-9,1Interior',1) 3-7-9 to 137-1, Exterior(2) 13-7-1 to 16-7-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions �• T shown; Lumber DOL=1.60 plate grip DOL=1.60 r 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 = 3) Unbalanced snow loads have been considered for this design. ' 4) All plates are 2x4 MT20 unless otherwise indicated. . 5) Gable requires continuous bottom chord bearing.• - 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t �' 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will rd between the bottom chord and any other members, with BCDL = 10.0psf. 8) A plate rating reduction of 20% has been applied for the green lumber members. ? 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 8, 12, 14, 10, 9. Q�pFESSIO& ZH4O C 70068 ;0 EXP. EXP.9-30.2018f . • -. ,. .. .. •- s • t ' t ,,.,,. OF, CAI-�E��\P ' s April 28,2017 ®WARNING - Vertty design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 200.7473 rev, 1010312015 BEFORE USE. • ■■■■ ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall - �• ' -. ' balding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is for MiT®k� always required 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 ANSUrPIt Quality Criteria, OSB -89 and BCSI Building Component { - 250 IOug Circle + o bona sir e • .. `_ > 1 - � - bTrussTrussTypeOtyPlyGrilli residenceK3142697 r171 • ' °t 196 V7 - - � Valley - 1 1 _ i. , •�� -Job Reference (optional) meeks lumber, redding • .' - 8.010 s Apr 20 2016 MTek Industries, Inc. Fri Apr 2812:39:41 2017 Page 1 " - ID:OoLxOT8pftQctvS??axwtEzmUds-ZIBKNKHaZSOOxGtKyacRi9KF_NMwNZy33wfO?hzMBCW 11-7-1 1 23-2-1 • - I •�v . 11-7-1 • - 71-7-1 _ astir ,t - , ' _tib. �• i-+� Yt. - . Scale= 1:39.0 4x4 —_ + t � .15 6.00 12 '• ` ' • L. 14 -., �, • •1, � - :' moi,.. � w ,. 7 Y a - • " 4x4. / .. •' a • - ^• - r13' '12 11 16, 10 17 9 , 4x4 .. 8 .. i 4X4 • - '. �• ST ,- ,-,. . •• •. T 23-2_1 af1rA*. ' .Y odor 23-1-9 LOADING (psf) rSPACING- O O' 20. r 2-0-0' CSL DEFL. in (loc) I/def] Ud PLATES GRIPTCLL (Roof Snow=2 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a :: n/a 999 MT20 220/195 ' " TCDL Lumber DOL 1.15 BC 0.11 Vert(CT) ', n/a n/a '999 ' - ,10.0 '0.0• Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 •• 7, n/a n/a' p BCDL ' 10.0_BCLL Code IBC2015/TPI2014 • Matrix -S _ Weight:841b FT=20% a r' LUMBER- • " BRACING- .r TOP CHORD 2X4 DF No.1&Btr G TOP CHORD ' Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ti OTHERS 2X4 DF No. 1&Btr G „. REACTIONS. All bearings 23-1-1. f v (lb) - Max Horz 1=92(LC 13) ~ "c - Max Uplift All uplift 100 Ib or less at joint(s) 11, 13, 9,L8 „ - • - Max Grav All reactions 250 Ib or less at joints) 1, 7 except 10=387(LC 21), 11=376(LC 18), 13=304(LC 1), _ , - ' ". + • - Y 1 9=375(LC 19), 8=304(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.. WEBS 3.11=-295/140, 5-9=295/140 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=244; eave=4ft; Cat.. •. "'�' 11; Exp C; enclosed; MWFRS (directional) and C -C Extedor(2) 0-7-9 to 3-7-1, Intedor(1) 3-7-1 to 11-7-1, Exterior(2) 11-7-1 to 14-7-1 t , _ "' zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions i • �, '+ shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 " • • ; 3) Unbalanced snow loads have been considered for this design. _ , ' 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. r ' 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide,. _ will fit between the bottom chord and any other members, with BCDL = 10.Opsf. " 8) A plate rating reduction of 20% has been applied for the green lumber members. r " 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11; 13,9.8. - r 4 r VESSIOyyy N ZH4 p �Fyc �. C 700681• r 9-30- 8 'April 28,2017 ®WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU -7473 rev. f0/03/3015 BEFORE USE.- • - Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not + a truss system. Before use, the building designer must verify Me applicability of design parameters and properly incorporate this design into the overall • r ' • building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing _ WOW ' is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the 1 - • fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPil Quality criteria, OSMO and BCSI Building Component 250 Klug Circle • „ r Job Truss, * ' _e a Truss Type .. Qty . Ply Grilli residence -' � Jrt. . '" a, t ID:OoLxOT8pftQdvS??axwlEzmUds-lEliaglDKmXtZOSWW17gFNsRCnjd6ORCIaPxY7zMBCV ! "- � . j •� 11-2-3 '- 22-4-6 R K3142698, 171196 z. V8 GABLE ' • y. r „4x4.Scale= '1"58.5 10, 7 X. 10"00 12 38. e Job Reference o tions •� , meeks lumber,- • redding' " 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:39:42 2017 Page 1 1 a, t ID:OoLxOT8pftQdvS??axwlEzmUds-lEliaglDKmXtZOSWW17gFNsRCnjd6ORCIaPxY7zMBCV ! "- � . j •� 11-2-3 '- 22-4-6 , _ - - _ 11-2-3 11_2-3 • a - P ' • y. r „4x4.Scale= '1"58.5 10, 7 X. 10"00 12 38. e 37 14 5 f, 15 17 2- 9 Q - ' •• - r4. "t•' 4x4 �i 4x4 �� r• 3 - - 36 35 34 r 33 3231 30 2928 2726 .•25' 24 23 22 21 "20 + _ 5x8 - - ` •'{ i, - ' {'` Plate Offsets (X,Y)-- (10:0-2-0,Edgel [11:0-0-0,0-0-01. [32:0-4-0.0-0-41 LOADING (ps2 • TCLL 20'0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=2 o t Plate Grip DOL 1.15 TC 0.05 * Vert(LL) n/a n/a 999 + MT20 220/195 + 10) .' BCDL ' 10.0 Lumber DOL 1:15 BC 0.02 Vert(CT) n/a n/a 999BCLL 0.0 w + Rep Stress Incr YES VVB 0.06 Horz(CT) 0.00 19 n/a n/a BCDL - 10.0 Code IBC2015lrP12014 Matrix -S Weight: 172 Ib • •FT = 20% LUMBER- - BRAGNG_ , TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 OC purlins. + r " BOT CHORD - 2X4 DF No.1&Btr G BOT CHORD, ' Rigid ceiling directly applied or 10-0-0 oc bracing. , o OTHERS - 2X4 DF N6.1&Btr G _ WEBS 1 Row at midpt 9-28, 11-27 , - .r REACTIONS. All bearings 22-4-6. (lb) - Max Horz1=-193(LC 10) _ Max Uplift All uplift 100 lb or less at joint(s) 1, 19, 29, 30, 31, 33, 34, 35, 36, 26, 25, 24, 23, 22, 21, 20' rL " Max Grav All reactions 250 Ib or less at joint(s) 1, 19, 28, 27, 29, 30, 31, 33, 34, 35, 36, 26, 25, 24, 23,. + FORCES,' (lb) - Max. Comp./Max. Ten. 'All forces 250 (lb) or less except when shown. r NOTES= , r ' 1) Wind: ASCE 7-10; Vult 110mph (3 -second gust) Vasd=87mph; TCDL=4.8pd, BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-4-13 to 3-2-3, Interior(1) 3-2-3 to 11-2-3, Exterior(2) 11-2-3 to 14-2-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 _ , x . 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. ,4 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . _ 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �J, -will fit between the bottom chord and any other members. , 7) A plate rating,reduction of 20% has been applied for the green lumber members. e, ' •.: 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 19, 29, 30, 31, - 33, 34, 35, 36, 26, 25. 24, 23, 22, 21.20. " �OFESS/o/V ZH40 s� C 70068 � < -30-2018 ,- • , April 28,2017 . ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MU -7473 rev.10/03,2015 BEFORE USE.I �• ` 'r - Design valid for use only with Mrrek®cormectors. This design is based only upon parameters shown, and is for an individual building component, not ^ attruss system. Before use, Ne building designer must verify the applicability of design parameters and properly incorporate this design into the overall r building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing ' .� IVIiT®k� •� ' Is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss stems, see' r 8 ry, 9 systems, ANSINPIt Quality Criteria, and BCS] Building Component . • 250 IOug Circle It ..rte s - r. •• + 4 y •. } - r,, 1 ' .` -/ .1 t` meeks lumber, - redding ; , r 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:39:43 2017 Page 1 �. • ID:OoLxOT8pftOcivS??axwlEzmUds-VQJ4o?Jr54fkAali3?evnaPbiB2MrRgMXE8V4ZzMBCU • y.; - 7-9-14 1- - 17-9-11 7-9-14 r 9-11-13 .w • , _ • . 4x4 = + ~ • r e Scale' 1/4'=1'.. 10.00 12 �, - r ,! . ..•+. .r 13 14 13 •' t: .Y n •' rC 1 x.12,2 •• ".I 1• 4 15 14 �• 1 10 g .., - . B , ... 7 4x4 \\. c , - • + . LOADING (pso 12 . SPACING- 2-0-0 , CSI. DEFL. in (loo) Udefl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - ,n/a •999 MT20 220/195 ` TCDLSnow--20.0)100 Lumber DOL • 1.15 BC 0.11 Vert(CT) n/a n/a 999 „ 1 Rep Stress Incr YES' WB 0.19 r Horz(CT)• 0.00 6 n/a Na + BCLL 0.0 ' r BCDL 10.0 Code IBC2015/TPI2014 Matrix -S Weight: 81 Ib , FT = 20% LUMBER- ' BRACING TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD • Structural wood sheathing directly applied or 6-0-0 oc purlins, ' BOT CHORD 2X4 OF No. 1&Btr G r R,, • " except end verticals. WEBS 2X4 OF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3 OTHERS 2X4 OF No.1&Btr G e4 t REACTIONS. 'All bearings 17-9-6. (Ib) - Max Horz 11=-194(LC 10) r Max Uplift All uplift 100 lb or less atjoint(s) 11, 9,7 except 6=-107(LC 11), 10=-141(LC 12), 8=-134(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 11, 6 except 9=442(LC 18), 10=434(LC 17), 8=429(LC 18), 7=264(LC 18) + FORCES. `(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. f t ' ' TOP CHORD 2-3=-263/233, 3-4=-263243 ti WEBS 2-10=-305/191, 4-8=303/189 . • t', ;. NOTES- r ,1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft, L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C•C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7-9-14, Exterior(2) 7-9-14 to ' , • `, ! • 10-9-14 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for r t r reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ' - n 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 a. 3) All plates are 2x4 MT20 unless otherwise indicated. ' '+• . , : �` 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4 ' 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. ' 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11, 9, 7 except - tJFESS1pN (jt -lb) 6=107,'10=141; 8=134. ^. Q� ��F � C 70068 s • r + . 9 30- 18 ' April 28,2017 - R ®WARNING - Ver/y design paramewrs and READ NOTES ON THIS AND INCLUDED MfrEK REFERENCE PAGE MU -7473 rev. f0i93/t015 BEFORE USE. • - ' f 15 Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - +' a buss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing ' . IY1IT®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 ANSVTPI1 Quaky Criteria, OSB -89 and BCSI Building Component '•r .250 Klug Circle 1, r17 b Truss TT ype ' r ' Qty •Ply. � Grilli residence • _ -'� r 1(3142699 1196 V9 N + + •• 1 1 • - ! JobReference (optional) Job Truss Truss Type DEFL Ply=p'i I/defl Ud PLATES GRIP (Roof Snow=2 �Q'y TC 0.16 K3142700 171196 V10 Valleyon. MT20 2201195 10) TCLL 10.0 Lumber DOL 1.15 ' BC 0.11 Vert(CT) n/a - n/a 999 li meexs IumDer, reacting 2x4 11 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 28 12:39:31 2017 Page 1 ID:OoLxOT8pftOclvS??axwtEzmUds s6aYGvAJwO8Rkk6PMUR512vXGLxalOgbmNEsfGzMBCg i 7-2-11 160.1 7-2-11 8-9-6 4x4 = Scale = 1:44.2 3 9 8 7 6 2x4 11 2x4 11 2t4 ll 2x4 11 4x4 O LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSL DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.16 Vert(LL) n/a n/a 999 MT20 2201195 10) TCLL 10.0 Lumber DOL 1.15 ' BC 0.11 Vert(CT) n/a - n/a 999 Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 5 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IBC2015frPI2014 MatrixS Weight: 69 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&BtrG TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.1&BtrG except end verticals. WEBS 2X4 DF No.1&BtrG BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DFNo.1&BtrG REACTIONS. All bearings 15-11-12. (lb) - Max Horz 9=-166(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 9, 5 except 8=-136(LC 12), 6=-154(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 9, 5 except 7=414(LC 18), 8=415(LC 17); 6=480(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-289/186, 4-6=339/208 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 13=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0.1-12 to 3-2711, Interior(1) 3-2-11 to 7-2-11, Exterior(2) 7-2-11 to 10-2-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. ` 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9, 5 except (it --lb) 8--136,6--154. ®WARNING - VerKy design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE MII.7473 rev.10/03,2015 BEFORE USE. Design valid for use only with MiTek®cormectors. This design is based only upon parametersshown, and is for an Individual building component, net a tress 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 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 ANSI/TP11 Quality Criteria, OSB -89 and BCSI Building Component Q�ypFESSIO ,Z ZH,go c°ti C 70068 * Eift�9.30-�C,18 April 28,2017 my MiT®k' 250 Klug Circle N Job Truss Truss Type, , . Qty Ply Grilli residence ' _ " `• • � , K3142701 171198 V11 Valley i � 1. ' ,. Y ' - 24 - t y ,i 12 2x410 I Job Reference(optionall r masks Wmber, :, r redding +• - 8.010 s Apr 20 2016 MTek Industries, Inc. Fri Apr 2812:39:31 2017- Page 1 ID:OoLxOT8pftOdvS??axwtEzmUds-s6aYGvAJw08Rkk6PMUR512vYOLxnl lObmNEsfGzMBCg }, ' 6-7-81 14-2-8 I r . y - 7-7-0 6-7-8 _ . 4x4 = _ • L '. - Scale = 1.40.0 Y •. • �,,, n•- - 24 - t y ,i 12 2x410 I ,� • . - y 5 a • 9 8 7 .. 14- -6 r'Ox4\\ _t', r It x113 ' .' 3x10 II 2x4 II ' - 2x4 II 2x4 II ' - .. • . y .. r •. • y I 14-2-8 T t4-2-8 .. -.p; r Plate Offsets (X,Y)--: 19:0-3-8,Edgel (psf)O TOADING CLL0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud . PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.11. Vert(LL) ' n/a ri/a 999 - MT20 220/195 TCDL' "10.0 a Lumber DOL 1.15- BC 0.10 Vert(CT) n/a n/a 999 , BCLL0.0 Rep Stress Incr YES WS . 0.09 Horz(CT) 0.00 5 n/a n/a BCDL 10,0 Code IBC2015/fP12014 Matrix -S ,r Weight: 59 Ib ' FT = 209% LUMBER- BRACING - TOP CHORD 2X4 DF. No. 1&Btr G ` TOP,CHORD . Structural wood sheathing directly applied or 6-0-0 oc purlins, ¢ BOT CHORD 2X4 DF No. 1&Btr G except end verticals. + - WEBS 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or.10-0-0 oc bracing. " OTHERS 2X4 DF No.1&Btr G ' REACTIONS. Allbearings14-2-3.' (lb) Max Horz 9=-137(LC 10) - s Max Uplift All uplift 100 Ib or less at joint(s) 9, 5 except 8=-131(LC 12), 6=-131(LC 12) .t Max Grav All reactions 250 lb or less at joint(s) 9, 5 except 7=372(LC 18), 8=357(LC 17), 6=378(LC 18) ` A FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. - WEBS 4-6=292/187 12-8=-275/183, r h NOTES- , 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. •, = II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 0-8, Exterior(2) 6-7-8 to 9-7-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 , 2) TCLL: ASCE 7-10; PP --20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. +' "4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *.This truss has been designed for a live load of 20.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. ' _ 6) A plate rating reduction of 20% has been applied for the green lumber members. r 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding, 100 Ib uplift at joint(s) 9, 5 except Gt-Ib) 8--131,6--13 1. FESSIO/V ZHA F2c ' 1 _ !l ; '. - •',� �, 4 J C.700 8 - EXP, 9-30-2018 _ P, April 28,2017 ®WARNING- VerKy design parameters and READ NOTES ON THIS AND NCLUDED MfTEK REFERENCE PAGE MD -7473 nw.1043/!015 BEFORE USE. • _ Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, net _�• a truss system. Before use, the bullding 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. 1. ( �IT®k• 'is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - • 'J' fabrication, storage, deWe erection and bracing of trusses and truss stems. see 9 ry. 9 systems. ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Krug Circle .r •fir , .I l,. meeks lumber, redding ,. r 0 . + 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:39:32 2017 Page 1. ..4. "4•. ID:OoLxOT8pftQdvS??axwtEzmUds-KJ8vvUFAxhhGHMuhbwByKrGSjwlHPmV7k?1 PBizMBCf•'.. • ., t 1 6-0.5 + 12-4-14 - I ' ^•c, s .. 6-05 6-4-9 4x4 f ? 1+ - . �• ' = . .t • - Scale: 318'=1' } 10.00 12 z i' g -'-k t 9 _ • 10 .r r _ t 2x4 II ? .�. 2x4 II .. + f •� • r d, 4x4 �i 8 7 . p 6 4x4 2x4 II $ f' 2x4 II r I 2x4 D-4 12-4-14 LOADING (psSPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 2 2 0.0 Plate Grip DOL 1.15 TC ' 0.10 _. Vert(LL) n/a n/a , 999 MT20 220/195 (Roof Snow=20.0) �` Lumber DOL 1.15 BC 0.07 ; Vert(CT); n/a f - ' n/a 999 ' TCDL 10.0 Rep Stress lncr YES WB 0.05 HOrz(CT) - 0.00 5 n/a -, n/a - r BCLL 0.0. - Code IBC2015frPI2014 . Matrix -S Weight: 491b FT = 20% BCDL 10.0 LUMBER- '.r ti BRACING-. 4, TOP CHORD 2X4 OF No.1&Btr G TOP CHORD . Structural wood sheathing directly applied or 6-0-0 oc purlins. • BOT CHORD • 2X4 DF No. 1&Btr G _ BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF No.1&Btr G ,+ s ' REACTIONS. All bearings 12-8-9. �• . ` t (lb) - Max Horz 1=-107(LC 10) , Max Uplift All uplift 100 Ib orless at joint(s) t, 5 except 8=-116(LC 12), 6=-116(LC 12) - • ' , - f r Max Gray. All reactions 250 Ib or less at joint(s) 1, 5, 7 except 8=314(LC 17), 6=314(LC 18) y - . i is • - - r "•e FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. " WEBS 2-8=-2651179, 4-6=265/179 NOTES- I ♦ ' , . 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. - II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-9 to 3-0-9, Interior(1) 3-0-9 to 6-0-5, Exterior(2) 6-0-5 to 9-0-5 „ ) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions, ' shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. , 6) A plate rating reduction of 20% has been applied for the green lumber members. . r 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 1, 5 except at=1b) . 8=116, 6=116.: Y= ' . � - `.� •• �• " r � •' i ... A- .rr•_� • - •'�� ;� 01 pFESSIOh ZHA r ; t r ' ` �' ` • . J C 70068' �..f .S L I E 0-2018 t 4 A F CA1.�F0� . • : Apri128,2017 ®WARNING - VeA/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU -7473 rev.10/03,2015 BEFORE USE. - ,., ■■ Design valid for use only with MTeM connectors. This design Is based only upon parameters shown, and is for an individual building component, not :b- �• 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 indvitlual truss web and/or chord members cnly. Additional temporary and permanent bracing , MOW 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 busses and truss systems, see ANSVTPII Quality Criteria Ose-99 and BCSI Building Component 250 Klug Circle , Job +• Truss 171196 r. V12 • Valley Job Reference o tions Truss Type Qty , Ply, Grilli residence • `1 � K31¢ 2702' � � � -' : meeks lumber, redding ,. r 0 . + 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:39:32 2017 Page 1. ..4. "4•. ID:OoLxOT8pftQdvS??axwtEzmUds-KJ8vvUFAxhhGHMuhbwByKrGSjwlHPmV7k?1 PBizMBCf•'.. • ., t 1 6-0.5 + 12-4-14 - I ' ^•c, s .. 6-05 6-4-9 4x4 f ? 1+ - . �• ' = . .t • - Scale: 318'=1' } 10.00 12 z i' g -'-k t 9 _ • 10 .r r _ t 2x4 II ? .�. 2x4 II .. + f •� • r d, 4x4 �i 8 7 . p 6 4x4 2x4 II $ f' 2x4 II r I 2x4 D-4 12-4-14 LOADING (psSPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 2 2 0.0 Plate Grip DOL 1.15 TC ' 0.10 _. Vert(LL) n/a n/a , 999 MT20 220/195 (Roof Snow=20.0) �` Lumber DOL 1.15 BC 0.07 ; Vert(CT); n/a f - ' n/a 999 ' TCDL 10.0 Rep Stress lncr YES WB 0.05 HOrz(CT) - 0.00 5 n/a -, n/a - r BCLL 0.0. - Code IBC2015frPI2014 . Matrix -S Weight: 491b FT = 20% BCDL 10.0 LUMBER- '.r ti BRACING-. 4, TOP CHORD 2X4 OF No.1&Btr G TOP CHORD . Structural wood sheathing directly applied or 6-0-0 oc purlins. • BOT CHORD • 2X4 DF No. 1&Btr G _ BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF No.1&Btr G ,+ s ' REACTIONS. All bearings 12-8-9. �• . ` t (lb) - Max Horz 1=-107(LC 10) , Max Uplift All uplift 100 Ib orless at joint(s) t, 5 except 8=-116(LC 12), 6=-116(LC 12) - • ' , - f r Max Gray. All reactions 250 Ib or less at joint(s) 1, 5, 7 except 8=314(LC 17), 6=314(LC 18) y - . i is • - - r "•e FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. " WEBS 2-8=-2651179, 4-6=265/179 NOTES- I ♦ ' , . 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. - II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-9 to 3-0-9, Interior(1) 3-0-9 to 6-0-5, Exterior(2) 6-0-5 to 9-0-5 „ ) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions, ' shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. , 6) A plate rating reduction of 20% has been applied for the green lumber members. . r 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 1, 5 except at=1b) . 8=116, 6=116.: Y= ' . � - `.� •• �• " r � •' i ... A- .rr•_� • - •'�� ;� 01 pFESSIOh ZHA r ; t r ' ` �' ` • . J C 70068' �..f .S L I E 0-2018 t 4 A F CA1.�F0� . • : Apri128,2017 ®WARNING - VeA/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU -7473 rev.10/03,2015 BEFORE USE. - ,., ■■ Design valid for use only with MTeM connectors. This design Is based only upon parameters shown, and is for an individual building component, not :b- �• 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 indvitlual truss web and/or chord members cnly. Additional temporary and permanent bracing , MOW 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 busses and truss systems, see ANSVTPII Quality Criteria Ose-99 and BCSI Building Component 250 Klug Circle , Job +• Truss 171196 r. V12 • Valley Job Reference o tions Truss Type Qty a 1 . K3142703 t - w Job - • ^': Truss Truss Type 2.. - - Qty Ply. Grilli residence ,. • 171196 V13 Valley 1 . 1 ,t s Job Reference (optiona8 ' meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:39:33 2017 Page 1.. ,- Z „+ ID:OoLxOT8pftQclvS??axwt£zmUdsoVilhbl3ZS?08_1GnUvTZNT_tN9ccVyTtEgjzj8zMBCe „ 5-2-3 t - 10-4-6 r r _ 4x4 = ... r •' '+ ..Scale= 1:27.7 _ • 10.00 12 '. .. ... •r + a 7 g , AA X 2x4 ii t , 4 • 2x4 2x4 11 tT , .r. 0- - 0- 5 - 10-4-1 LOADING (psf) SPACING- 2-0-0 - CSI. - DEFL. in (loc) Vdefl - Ud PLATES GRIP I• TCLL .20 .0 • Plate Grip DOL 1.15 TC - 0.18 Vert(LL) n/a n/a 999 MT20 220_/195 (Roof Snow=20.0) „ , _ 1 Lumber DOL 1.15 BC ' 0.14 Vert(CT) n/a n/a 999, r TCDL 1Q.0 ti Rep Stress Ina YES WB 0.05 Horz(CT) °w 0.00 3 n/a n/aBCLL 0.0 . BCDL 10.0 Code IBC2015/rP12014 MatrixS , } Weight: 36 lb FT = 20% ' LUMBER- BRACING- ' TOP CHORD' 2X4 OF No.1&BtrG i I' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 OF No.1&Btr G r BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. , ,OTHERS 2X4 OF No.1&Btr G REACTIONS. (lb/size) 1=200/10-3-12, 3=200/10-3-12, 4=364/10-3-12 Max Horz 1=-86(LC 10) Y , Max Uplift 1=-41(LC 12), 3=-41(LC 12), 4=-16(LC 12) c r " t. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown t, F NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ' Y: 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-4-13 to 3-4-13, Interior(1) 3-4-13 to 5-2-3, Exterior(2) 5-2-3 to 8-2-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions' ti shown; Lumber DOL=1.60 plate grip DOL=1.60 1 . 2 TCLL: ASCE 7-10; Pf 20.0 flat roof snow); Category II; Ex C; Partial) Ex Ct P� ( ) 9 N P Y P�; ; 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. ro ` 5) " This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ':1, y' r will fit between the bottom chord and any other members. ' 6) A plate rating reduction of 20% has been applied for the green lumber members. r ! r + 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1,.3, 4. - e i . OFESSIO& ZH40 F�yc ' -' r ; , • ;; . t • �4 • - - . , ,' , • • 1 -r. ' . • y `. , , - v= - C• 70068 m !F 70 - P. 18 - I. - t April 28,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE M0-7073 rev.101=015 BEFORE USE. Design valid for use only with MTek®connedars. This design Is based only upon parametersshown, 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 s. ( 1� vaI• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing _ „ WOW fabrication, ' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ` A - - . - fabrication, storage, delivery, erection and bracing of trrusses and truss systems, see ANSUTPI I Quality Criteria, OSB -89 and BCS_I Building Component , 250 Klug Circle Ply Grilli residence171196t, Job • Truss Type • K3142704 Valley '- T,'V' • Job Reference o tions fty meeks lumber, redding ' :'4 8.010 s Apr 20 2016 M7ek Industries, Inc. Fri Apr 2812:39:33 2017 Page 1- i.. �•r„ ID:OoLxOT8pftpclvS??axwtEzmUds-oVilhbBZS?08_1GnUvTZNT_ts9dZVyttEgjzjBzMBCe` , . .. _ 3-11-13 •. 7-11-9 l , • �; , ,.r 311-13 s - 3-11-13 a t. r - - ^ • I" - • �. _ +.,t �Ax4 = , .,Scale= 1:22.6 ,r .7. y1� i~ '. 6 * -" 10.00 12 '. *' .W.. a Li • A . i .. ..i„' t 2x4 //� ` - - 2x4 11 v e .2x4 ' 1 r . - ' ,. � �. iii � .,. '• , a•::r} ; �.. , ', ..' y - '-". 7-11-9 7-11-4 LOADING ,(psf) ;y TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Vd PLATES GRIP (Roof Snow=20.0) Plate Grip DOL- 1.15 TC 0.15 Vert(LL) n/a n/a 999 MT20. ' 220/195 .1 TCDL' 10.0 Lumber DOL 1.15 - BC 0.08 Vert(CT) n/a n/a 999 1 BCLL' 0.0 Rep Stress lncr YES WB 0.02 Horz(CT) 0.00. 3 n/a n/a + ' BCDL - 10.0 Code IBC20157rP12014 •�' Matrix -S • . Weight: 27 Ib ' FT =20% ' V. LUMBER- .. , BRACING - TOP CHORD R 2X4 DF No.1&Btr G _ TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. ° BOT CHORD 2X4 DF No. t&Btr G - �, t. BOT CHORD , Rigid ceiling directly applied or 10-M oc bracing.'' OTHERS 2X4 OF No.1&Btr G a • ti r REACTIONS. (Ib/size) 1=163!7-10-15, 3=163/7-10-15, 4=247/7-10-15 Max Horz 1=-64(LC 10) Max Uplift 1=-40(LC 12), 3=-40(LC 12) ' a 'FORCES. (lb) -rMax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 'NOTES- 1) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL�.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.' ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-4-13 to 3-4-13, Intedor(1) 3-4-13 to 3-11-13, Exterior(2) 3-11-13 to . • C " -' 6-11-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for 1 . reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ' 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ ” A ' 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall b;2-0-0 wide i will Flt between the bottom chord and any other members. ^y 6) A plate rating reduction of 20% has been applied for green lumber members. .7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 1, 3. • Q�pFESSIOv �. ZEA ,i • 4 .t '=- v.M. *.C70068 2�. • .rl ° 1 „ . .,r i l� _ J �• , ' +•- - +t k April 28,2017 WARNING - Veiffy design parameters and READ NOTES ON THIs AND INCLUDED MREK REFERENCE PAGE MD -7473 rev. 10/03/7015 BEFORE USE. - - •,i Design valid for use only wilh MTek0 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 verity the applicability of design parameters and properly Incorporate this design into the overall y . _ ' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing ' WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - R a �Y� R ' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, OSB49 end SCSI Building Component ' 250 Klug Circle 1 .} Ply Grilli residence171196t, • K3142704 Valley '- 1 • Job Reference o tions Job ]Truss: .. Frusspe Oty Ply' Grilli 2 residence42705171196 r I♦. V15!- 1 1: , Job Reference a ti meeks lumber, redding ; 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:39:34 2017' Page 1' ' ID:OoLxOT8pftOdvS??axwtFimUds-GhGgvwCBCJW?bBr 2c owhX4 Y UEPJISKTWFbzMBCd . - .. - 2-9-6 5-6.12 *— % - , ! - +, .� + ., •. ' .. ,. Scale= 1:16.6, . . 4x4 ,a 'r .z i .r •.., ons Job ]Truss: .. Frusspe Oty Ply' Grilli 2 residence42705171196 r I♦. V15!- 1 1: , Job Reference a ti meeks lumber, redding ; 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:39:34 2017' Page 1' ' ID:OoLxOT8pftOdvS??axwtFimUds-GhGgvwCBCJW?bBr 2c owhX4 Y UEPJISKTWFbzMBCd . - .. - 2-9-6 5-6.12 *— % - , ! - +, .� + ., •. ' .. ,. Scale= 1:16.6, . . 4x4 ,a 'r .z i •.., . f. .� k n ' r . 10.00 12 - 4. • 14 F-1 ' *. . •' +, ,.. cs .. ' _. r - a20,r .. fi ' . , 2x4all 20.0 �r•y 5-6-12 LOADING (psf) .. TCLL , 20.0. SPACING- 2-0-0' CSI, " DEFL. in (loc) I/def] •-L/d PLATES.- GRIP (Roof Snow=2 „ Plate Grip DOL 1.15 , TC 0.06 Vert(LL) Na n/a 999 MT20 220/195 10. .' BCDL 10.0' - Lumber DOL . 1.15 BC 0.04 Vert(CT) Na n/a ' 999 BCLL 0.0 Re Stress Incr YES - WB 0.01 HorzCT 0.00 3 BCDL 10.01 Code IBC2015frP12014 Matrix -S +, : Weight; 18 lb • FT 20% LUMBER- ,' BRACING- Y 1 TOP CHORD 2X4 DF No.18Btr G ' TOP CHORD Structural wood sheathing directly applied or 5-6-12 oc purlins. BOT CHORD 2X4 DF NO.I&Btr G BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. ' OTHERS-. 2X4 DF No. 1&Btr G • REACTIONS. (Ib/size) 1=106/51'x3, 3=10815-6-3, 4=164/5-6-3 , ..,- , ' • Max Horz 1=43(LC 11) Max Uplift 1=-27(l 12), 3=-27(LC 12) t FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. +- OTES NOTES- 1) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.Bpsf; BCDL=4,8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right r , exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 y 3) Gable requires continuous bottom chord bearing. - 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.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. - '' ` - 1 r 6) A plate rating reduction of 20% has been applied for the green lumber members. , 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. -• t r s^• • , '. _ ` t - ., �pFESSIp/v ''r. ZHA F.ycZ " .� C 70068 J • " , y - 3 �• r - P. 9 33P.1 8 , X • 'April 28,2017 ®WARNING - VerKy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. - ■■■ .,r - Design valid for use only with MirekO connectors. This design is based only upon parameters shown, and is fcr an Individual building component, not • �• "- a truss stem. Before use, the building designer must vers the applicability of design parameters and re sy g err verify, PP YP property, incorporate this design into the n ' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - nt bracing t► y.. r • is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the IVIITBk• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-99 and SCSI Building Component` i' '� 250 Klug Circle Truss Type Oty Ply , Grilli residence ' Job K314270¢ 171196 V18 . .Valley 1 . T- �Truss - Job Reference o 'ora meeks lumber, ., redding 8.010 s Apr 20 2016 MTek Industries, Inc.' Fri Apr 2812:39:34 2017 Page 1, U w 'ID:OoLxOT8pftOdvS7?axwtEzmUds-GhGgvwCBCJWtbBr_2c f'y' ^_ YowhX2lYzUEOP1SKTWFbzMBCd I + 10-10-5 - I 21-8.9 +R e > i r. .<-. 1D-10-5 - - - .. 10-10-5 * - ► r .. t .. _ i Scale= 1:36.6 , - 4x4 6.00 12 - - 15 - 18 .. - • o. r .5 1 '14 17 .01 61 d ,4x41 13 12 11 18'. w., .. 210 .. , 19�' 9 t�.. 8' ..4x4 .. - •. / e 4x4 = ; j. ..r - +. '. _ - 21-8-1 - LOADING (ps2" . 20.0 • SPACING- 2-0-0 CSI. DEFL- in (Ioc) I/defl Ud - PLATES '' GRIP (RoofTCLL , now=20.0.0 Plate Grip DOL 1.15 Y. TC 0.44 Vert(LL) n/a n/a 999. MT20 220/195 1 ' TCDD BCDL 10.0 .Lumber DOL 1.15 BC 0.10 Vert(CT) n1a - Na` .999 BCL2` 0.0 ' ' •• Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 7 n/a . . n/a ' '-*FT _ BCDL 10.0 Code IBC2015rrP12014 Matrix-S Weight: 77 Ib = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins. BOT CHORD 2X4 DF No.1&Btr G' BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. f , OTHERS 2X4 DF No. 1&Btr G r REACTIONS.' All bearings 21-7-9. ' (lb) - Max Horz ,1=-86(LC 12) • �. - , , MaxUplift All uplift 100 Ib orless at joints) 11, 13, 9, 8 •� Max Grav All reactions 250 Ib or less at joints) 1, 7 except 10=372(LC 21), 11=376(LC 18), 13=275(LC 1).. a 1 `' 9=376(LC 19), 8=275(LC 1) 1 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS. 3.11=-293/139, 5-9=293/139 •r NOTES- t.. q w 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. - II; Exp C; enclosed; MWFRS (directional) and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 10-10-5, Exterior(2) 10-10-5 to 13-10-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for �• reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1.1 , S 1 3) Unbalanced snow loads have been considered for this design. , • , 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. - - 1 �• 6) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide -will fit between the bottom chord and any other members, with BCDL = 10.Opsf. r; 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11, 13, 9, 8. -, • Q�OFESSIO/V ZH40 - i C 70068. EXP. 9-30-2018 1 i' , • - '. 1 CIVIL ��\P .. April 28,2017. . & WARNING - Verify deargn Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO-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 property incorporate this design Into the overall - r ., 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 property damage. For general guidance regarding the ,fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 atuadiy Criteria6 DS"S and BCSI Building Component g omponerrt 250 Klug Circle Truss Type Oty Ply , Grilli residence ' ••, • K314270¢ 171196 V18 . .Valley 1 . T- - Job Reference o 'ora Job r � ! Truss Qty Ply Grilli residence171196 � FrussType 1 - 4x4 K3142707 s V17' 1 1 i , • r .. 12 2x4 II 9 2x4 II a t k Job Reference joirtionarl meeKs IumDer, v reading F 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 28 12:39:35 2017 Page 1, ID:OoLxOT8pftQtavS??axwtEzmUds-kug26G DgzcesDLQAbKV1 Su4EuyJBzsAAh_C4ol zMBCc 15-0-9 "• . 7-0-5 � _ 7-6-5 r - - •• + - 4 + Scold= 1:25.2 - 4x4 • - ,�• i. 6.00 12 �. r 11 - .- 10 i , • r .. 12 2x4 II 9 2x4 II a t ,. 2 - r 71 g y • 4x4 G�1s a 8 .. 7 .. g. 2x4 11 +. 2x4 11 - r 20 11 - -. 4x4 -Z� . M, LOADING (psf) TCLL 20.0. SPACING- 2-0-0 CSI. DEFIL in (loc) ` I/def] Ud PLATES GRIP '(Roof Snow=2 Plate Grip DOL 1.15 + TC, 0.12 4 Vert(LL) , n/a n/a 999 MT20,• .220/195 10 TCDL 10.. 0 Lumber DOL 1.15 BC 0.07 ^ Vert(CT) n/a n/a 999 / BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 5 n/a n/a ' $CDL 10.0 ' Code IBC20151TPI2014 Matrix -S + Weight: 49 lb FT ='20% •• LUMBER -4 BRACING-' w TOP CHORD 2X4 DF No. 1&Btr G ' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. ` OTHERS 2X4 DF No. 1&BtrG REACTIONS.' All bearings 14-11-9. + - - (lb) - Max Hoe 1=-58(LC 12) • - ' Max Uplift All uplift 100 Ib or less at joints) 1, 5, 8, 6 ' Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except7=281(LC 1), 8=333(LC 18), 6=333(LC 19) • , n FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ` WEBS _ 2-8=-255/137, 4-0=-255/137 NOTES- OTES 1) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-7-9 to 3-6-5, Interior(1) 3-6-5 to 7-6.5. Exterior(2) 7-6-5 to 10-6-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions ; shown; Lumber DOL=1.60 plate grip DOL=1.60 ^+ , 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. r. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 1, 5, 8, 6. + • _ 4 �y(0SSION� ZHgO F.yc C 70068 9-30- 18 April 28,2017 ®WARNING - VcnV design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE MO -7473 rev. 10)03!2015 BEFORE USE. Design valid for use only with MTekV connectors. This design is based only upon parameters shown, and is for an indMdual 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 bonding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MIT®1. is allR allays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the f fabrication,storage, delivery, erection and bracing of trusses and truss systems, see , ANSUTP41 Quality Criteria, DBMS and SCSI Building Componerd : 250 Klug Circle Job � - ;Truss 'Truss Type Qty - Ply- e Grilli residencr * ^ •.r � 91427M ona ' 171198 V18 t , `� • • Valley _ - + ,' 1�' � 1, • 1 Job Reference o ti meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Apr 2812:39:36 2017 Pagel e + ^ ID:OoLxOT8pft0dvS??azwtEzmUds-D40RKcDSkwmjrV?M91OG?6cOAMHiJfKweydKTzMBCb' 4-2-5 - 8.4-9. v , • ' . 4-2-5 I . 4-2-5 Scale= 1:15.3. 1 4x4 = - • .... - •. r'� • - 6.00 12 ',6• - r - 't•,. • - ,•` n _ 4 -? - 2x4 .- 2x4 II ' ,. •^ Dt4 - .. 0 -OB - B-4-1 LOADING (psf) - TCLL 20.0 SPACING- 2-0-0 CSI.. DEFL. in (loc) I/defl 4 Ud PLATES - GRIP t , ` (Roof Snow=20.0) ^Plate Grip DOL 1.15 TC 0.15 Vert(LL) n/a , _- n/a 999 MT20 220/195_ TCLL 10.0 Lumber DOL 1.15 BC 0.08 , • Vert(CT) n/a n/a 999 " ., Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 3 . n/a' n/a . BCDL �• 1 10.0 Code IBC2015/TPI2014 Matrix -S Weight: 24 Ib FT = 20% .' LUMBER- '' BRACING- '. TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD ' Structural wood sheathing directly applied or 6-0-0 oc purlins., i I BOT CHORD 2X4 OF No. 1&Btr G ^ BOT CHORD .r Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DFNo.18BtrG - y' ' REACTIONS- (Ib/size) 1=144/8-3-9.3--144/8-3-9,4--282/8-3-9 Max Horz 1=-30(LC 12) Max Uplift 1=-31(LC 14), 3=-31(LC 14), 4=-11(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. ' All forces 250 (Ib) or less except when shown. ► NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. +` H 1. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 4-2-5, Exterior(2) 4-2-5 to 7-2-5 • zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions r t. ` shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 ' ' • , - - _ 3) Unbalanced snow loads have been considered for this design. - •, - 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. § �• 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.. - 7) A plate rating reduction of 20% has been applied for the green lumber members. s ' 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 1; 3, 4.. ; + Q�OFESSION ZHAO _'' J r 2� . C 70068 • - .. 30-2018 t , F CA1�E�� April 28,2017 ® WARNING - VeAry design parameters and READ NOTES ON THIS AND INCLUDED Mr7EK REFERENCE PAGE M9.7473 rev. 101=015 BEFORE USE. , • • - i ' Design valid for use only with Mirek0 connectors. This design Is based only upon parameters shown, and Is for an Ind'Mdual building component, net . a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into Me overall , _ - buoding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing -. - MiT®k• ` I s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regardin the fabrication, storage, delivery, erection and bracing of trusses end truss systems, see - w rs ANSU7PI1 Quality Criteria, OSB -99 and SCSI Building. Component • - 250 IOug Circle n` • -' 1 + • 1 + ona ' 5 NI 11676 M MaoaAy d L®U9 LUMBER AND HARDWARE. All Gesigls ere HI —1 vain a nd IWkft0 W REEKS LUMBER AND HARDWARE Grille Sheri PROVIDED FOR TRUSS riACFA9Jf ONLY. REFER To TRUSS CALCULATIONS AND ENGINEERING SIRNCIURAL DRAYANG FOR ALL jmft& FI�IH,` Grilli residence FRRIIER INFORMAnON. BULDNG OESIGNERENGINEER OF RECORD RESPONSIBLE FOR ALL NOHTRUSS . 171196 TOTRUSSCONIECRONS. EUIU)ING RECORD � DESIGNERIENSITxwDmjvm?- 1045 TWIn View 81Vd REVINAF�PROEOF Redding, U196003 ChicoOF DESIGNS PRIOR To ccKvRurnoN. (P) 530-244-6335 (F) 530-244-1890 NI 11676 M MaoaAy d L®U9 LUMBER AND HARDWARE. All Gesigls ere HI —1 vain a nd IWkft0 W REEKS LUMBER AND HARDWARE Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-ti�t3' _. For 4 x 2 orientation, locate plates 0- '/id' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. ' Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the �r output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4 8 1 dimensions shown in ftin-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS C1.2 c2-3 c� 4 WEBS o: O C7-8 ca cse O o: O O O U UCIL O 0 H BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: ESR -1311, ESR -1352, ESR1988 ER -3907, ESR -2362, ESR -1397, ESR -3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved t MiTek® MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 U� ® General Safety Notes '_ Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSVTPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or atter truss member or plate without prior approval of an engineer. 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. ' 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. AUGUST 1, 2016 WEB BRACING RECOMMENDATIONS MII-WEBBRACE �noo U ' 0 00 0 00 a MiTek USA, Inc. r ' D Q A MITek Affiliate MiTek USA, Inc. 6. Page 1 of 1 Bay size shall be measured in between the centers of pairs of diagonals. TYPE MAXIMUM TRUSS WEB FORCE (Ibs.) (See note 7) BRACE GENERAL NOTES 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE , BAY SIZE 24'O.C. 48'0.C. 72' O.C. PROFESSIONAL. ., 1 X 4 IND. 45 SP BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D AB C D C D MATERIAL, AND SHALL BE INSTALLEDIN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS - 1 X 4 #2 SRB (DF, HF, SPF) :,. 1 0'-0" 1610 1886 1886 2829 3143 3143 4715. 4715 7074 12'-0" 1342 1572 1572 2358 ' FOR CONTINUITY. - 14'.0" 1150 1 347 1347 0 21 2 :i WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. 16'-0" 1006 1179 ' 117 9 1768 2358' 2358 3536 s ':'''`' ' ••• 6. TABULATED VALUES ARE BASED ON A DOL. a 1.16 - _ 1886 1886 2829 -18'4" 894 1048 1048 1572 3143 4715 20'-0" 805 943 943 1414 Bay size shall be measured in between the centers of pairs of diagonals. TYPE BRACING MATERIALS GENERAL NOTES 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE , ROOF AND10R CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY AOUALIFIED • PROFESSIONAL. ., 1 X 4 IND. 45 SP Z. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLEDIN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS - 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-Bd 10.131N2.5-) FOR 1x4 BRACES, 2-10d (0.131'13) FOR 213 end 214 BRACES, AND 3-10d (0.13163*) FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131'X2.5-) NAILS FOR 10 LATERAL BRACES, + B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SP) 2.10d (0./31631 NAILS FOR 2x3 and 2x4 LATERAL BRACES, AND 3•10d (0.13163) FOR 216 LATERAL BRACES. S.LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE ' FOR CONTINUITY. - S. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SP) DSB•LI9 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. www.sbeinductry.com and www.tor st.org D' 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. . 6. TABULATED VALUES ARE BASED ON A DOL. a 1.16 - FOR STABILIZERS: 'FOR A SPACING OF 21' O.C. ONLY, MrTEK-STABILIZER' TRUSS BRACING SYSTEMS UW BE SUBSTITUTED FOR TYPE A, Q C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED s AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE -STABILIZER' TRIr.SS RRACINr: NRTAI I AT— r:l IInv ANn Do --T Q—I—Aln— CONTINUOUS LATERAL RESTRAINT 2-10d NAILS + (SEE NOTE 4) , UJIo S 6332' �m M * EXP. 613012018' .. I RU0 VVCO + + MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web December 21,2016 - a members. Additional bracing maystillbhe11required cfor the , rhs�ta�..bl4i�1litt,y 7VitRNll� �r�� LMU mL 96 R&H'ON"k4 WNCQ/DED MrrEK REFERENCE PAGE ma -7473 nw. 1o/AT2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a sM tos system. Before use, the building designer must verify e 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITTPII Quality Cdtedq DSB-89 and BCSI Building Component + M!Tek• - 250 Klug Circle AUGUST 1, 2016 T -BRACE / I -BRACE DETAIL MII = T-BRACE,F' — , 'A TVI� U MiTek USA, Inc. Page 1 of 1 - . Note: T -Bracing / I -Bracing to be used when continuous lateral bracing t o 0o is impractical: T -Brace / I -Brace must cover 90% of web length. L� Note: This detail NOT to be used to convert T -Brace / I -Brace :. ~ MTek USA, Inc. webs to continuous lateral braced webs. •r " fL O y `• Brace Size % AMTek Alllllate '" ' f O PI T r r Nailing Pattern T -Brace size Nail Size Nail .Spacing 1x4 or 1x6 - 1 O (0.131" X 3") 8" o.c. 2x4 or 2x6 or 2x8 • 16d (0.131" X 3.5") 8" o.c. . Note: Nail along entire length of T -Brace / I -Brace (On Two -Ply's Nail to Both Plies) or ne- y russ r -r Specified Continuous - Rows of Lateral Bracing , ' Web Size 1 2 2x3 or 2x4 1x4 (`) T -Brace 1x4 (") I -Brace 2x6 1x6 (') T. -Brace 2x6 I -Brace' ' 2x8 IM T -Brace 2x8 I -Brace Nails , Brace Size f for Two -Ply Truss Specified lContinuous Latera) R Bracing �. .. SPACING ' Web Size 1 2 r ' 2x3 or 2x4' 2x4 T -Brace 2x4 I -Brace Ar' 2x6 2x6 T -Brace 2x6 I -Brace WEB c- y a M1 2x8 2x8 T -Brace 2x8 I -Brace { T -BRACE <. . - ` 99,0F ESS/0 oUJI . S 6332", o . s,' . • 2. TSR Nails / '/ Section Detail CFCAl1F� T -Brace a a Web Nails ' T -Brace / I -Brace must be same species and grade (or better) as web member.', (") NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress web rated boards with design values that are equal to (or better) the truss web -Brace - design values. • For SP truss lumber grades up to #2 with 1X bracing material, use ININS"IE T�a�/Mrace �W ,''CC ti- ARNING • Verify design parameters and READ NOTES rev. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not k 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 IndMdual truss web andlor chord members only. Additional temporary and permanent bracing MITek- is aM2ys 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 ANS11TP11 Quality Criteria, DSBS9 and SCSI BWlding Component 250 Klug Circle' ` J u { AUGUST 1, 2016 T -BRACE / I -BRACE DETAIL MII = T-BRACE,F' — , 'A TVI� U MiTek USA, Inc. Page 1 of 1 - . Note: T -Bracing / I -Bracing to be used when continuous lateral bracing t o 0o is impractical: T -Brace / I -Brace must cover 90% of web length. L� Note: This detail NOT to be used to convert T -Brace / I -Brace :. ~ MTek USA, Inc. webs to continuous lateral braced webs. •r " fL O y `• Brace Size % AMTek Alllllate '" ' f O PI T r r Nailing Pattern T -Brace size Nail Size Nail .Spacing 1x4 or 1x6 - 1 O (0.131" X 3") 8" o.c. 2x4 or 2x6 or 2x8 • 16d (0.131" X 3.5") 8" o.c. . Note: Nail along entire length of T -Brace / I -Brace (On Two -Ply's Nail to Both Plies) or ne- y russ r -r Specified Continuous - Rows of Lateral Bracing , ' Web Size 1 2 2x3 or 2x4 1x4 (`) T -Brace 1x4 (") I -Brace 2x6 1x6 (') T. -Brace 2x6 I -Brace' ' 2x8 IM T -Brace 2x8 I -Brace Nails , Brace Size f for Two -Ply Truss Specified lContinuous Latera) R Bracing �. .. SPACING ' Web Size 1 2 r ' 2x3 or 2x4' 2x4 T -Brace 2x4 I -Brace Ar' 2x6 2x6 T -Brace 2x6 I -Brace WEB c- y a M1 2x8 2x8 T -Brace 2x8 I -Brace { T -BRACE <. . - ` 99,0F ESS/0 oUJI . S 6332", o . s,' . • 2. TSR Nails / '/ Section Detail CFCAl1F� T -Brace a a Web Nails ' T -Brace / I -Brace must be same species and grade (or better) as web member.', (") NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress web rated boards with design values that are equal to (or better) the truss web -Brace - design values. • For SP truss lumber grades up to #2 with 1X bracing material, use ININS"IE T�a�/Mrace �W ,''CC ti- ARNING • Verify design parameters and READ NOTES rev. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not k 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 IndMdual truss web andlor chord members only. Additional temporary and permanent bracing MITek- is aM2ys 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 ANS11TP11 Quality Criteria, DSBS9 and SCSI BWlding Component 250 Klug Circle' ` i'` ,. .=it .. ry `NCr' r - F t '.♦ ..' .` ,� a. t. •-t. t• .{` '• Mirek USA, Inc.• - Page 1 of 1' ' =Elm ' MiTek USA, Inch y +{ • . �" . F ... • < a •� ' - - t ' • f i� i INE ED BY O q - , � , .' i .. `4 � �� .. � . '� ' ,J rr • '.. • ANTek AMllate • Nailing Pattern L -Brace size Nail Size Nail Spacing 1x4 or 6 10d (0.131" X 3") 8" o.c., 2x4, 6, o'r 8 ` 16d (0.131" X 3.5") 8" o -c. Note: Nail along entire length of L -Brace. • . .(On Two -Ply's Nail to Both Plies) - s - -Note: L -Bracing to be used when continuous ' lateral bracing is impractical. L -brace - must cover 90% of web length. L -Brace Size t { for One -Ply Truss Specified Continuous s. \' AUGUST 1,2016..' L -BRACE DETAIL ' M MII - L -BRACE Mirek USA, Inc.• - Page 1 of 1' ' =Elm ' MiTek USA, Inch y +{ • . �" . F ... • < a •� ' - - t ' • f i� i INE ED BY O q - , � , .' i .. `4 � �� .. � . '� ' ,J rr • '.. • ANTek AMllate • Nailing Pattern L -Brace size Nail Size Nail Spacing 1x4 or 6 10d (0.131" X 3") 8" o.c., 2x4, 6, o'r 8 ` 16d (0.131" X 3.5") 8" o -c. Note: Nail along entire length of L -Brace. • . .(On Two -Ply's Nail to Both Plies) - s - -Note: L -Bracing to be used when continuous ' lateral bracing is impractical. L -brace - must cover 90% of web length. L -Brace Size t { for One -Ply Truss Specified Continuous s. Rows of Lateral Bracing + Web Size .. 1 2 ' V. Nails c . .. J 2x3 or 2x4 1x4 " ; 2X6 1X6 •:. Yr k• :� . • 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE.t z ' r • ., SPACING t Q�OFESSIpv } .. r , ,WEB .z S6332mcm i --AQ ` k ' X L -Brace Size XP. 6/30/2018 . * for Two -Ply Truss' L -GRACE .TFOFOp1 \FDS Specified Continuous Rows of Lateral Bracing • '' - r` Web Size 1 2 C, E 2x3 or 2x4 2x4 t .2x6 2x6 ... 2x8' 2x8 DIRECT SUBSTITUTION NOT APLICABLE.• Nails,, `" Section Detail E L -Brace Web ,. ' • r.. December 21,2016 ^ " A la "ve,7ry RPerernemra ana 66a� 19/9@D�C�.1 I 6K RA ROBPAGE Mn -7473 ray.10,03R015 BEFORE USE. R• Design valid for use only with Mi 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 andlor chord members only. Additional temporary and permanent bracing ' , Mire �• is ahvays 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 ANSIRPII Quality Criteria, DSB49 and SCSI Building Component250 - • _ •. _ Klug Circle A . •� ' r ��' ' k AUGUST 1,2016 SCAB -BRACE DETAIL MII-SCAB-BRACE";' ILII\\ 00 E10 ® • MTek USA, Inc., , �' Page 1'Of 1' 0 00 Note: Scab -Bracing to be used when continuous � lateral bracing at midpoint (or T -Brace) isL�_l �UH impractical. , ' MiTek USA, Inc. Scab must cover full length of web +/- 6". r B ml our A MITek Affiliate *"• THIS DETAIL IS NOT APLICABLE WHEN BRACING IS REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. J APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (0.131"X3") NAILS SPACED 6" O.C. ` r SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. ! , ~ - MAXIMUM WEB AXIAL FORCE = 2500 lbs ' - ' MAXIMUM WEB LENGTH = 12'-0" y • . 2x4 MINIMUM WEB SIZE SCAB BRACE: MINIMUM WEB GRADE OF #3 • , oQgoFESS/ON Q� RIQ J' 41 O yf c+ -Nails Section Detail + 'a Q S6332 m m a Dc XP. 6 012018 ® Scab -Brace f Web r t A' FOFCAUE �� r • - December 21,2016 ®WARNIN4 -Vei 6e�R�p�eai Ms�nMPE �p QipO�T6� � �%f 6PElgfl Pr 11 Y�O M41 �03l1O15 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 property incorporate this design into the overall . ie•� `• . building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary end 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 ANSIrFPN Quality Criteria, DSB-89 and BCS) Building Component, +�`• ,y1IT®k• no Klug Circle " AUGUST 1, 2016 Standard Gable End Detail MII-GE130-SP 0� ® MiTek USA Inc Pana 1 o1`9 1 v lall� 0 00 O 00 MiTek USA, Inc. , l ET+ctKeEam sr . ❑ a A MITek Affiliate DIAGONAL BRACE 4•-0' O.C. MAX Typical _x4 L -Brace Nailed To' 2x Verticals W/10d Nails spaced 6" o.c. Vertical/Stud �I SECTION B -B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. : Vertical Stud (4) - 16d N; IIAGONAL PACE _16d Nails Spaced 6" o.c. 2x6 Stud or 2x4 No.2 of better Typical Horizontal Brace Nailed To 2x Verticals w/(4) -10d Nails 12 Q Varies to Common Truss �' ,' PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. SEE INDIVIDUAL MITEK ENGINEERING 'ATTACH DIAGONAL BRACE TO BLOCKING WITH DRAWINGS FOR DESIGN CRITERIA (5) - 10d NAILS. ** I . (4) - 8d (0.131" X2.5") NAILS MINIMUM, PLYWOOD r B 3x4 = y SHEATHING TO 2x4 STD SPF BLOCK �Ic - Diagonal Bracing ** - L -Bracing Refer Roof Sheathing Refer to Section A -A to Section B -B NOTE: 24" MaxI / 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 1'-3" . 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND (2)-100/ WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. Max. NAI L$// 1Od NAILS 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB i OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF i? DIAPHRAM AT 4-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A y 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL' BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. 11. NAILS DESIGNATED 10d ARE (0.131" X 3") AND - NAILS DESIGNATED 16d ARE (0.131"X3.5") Diag. Brace at 1/3 points r if needed Diagonal braces over 6-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and 1 braces to narrow edge of diagonal brace with 10d nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 130 MPH End Wall Virus s @ 24" o.c.' 2x6 DIAGONAL BRACE SPACED 48" O.C. / ATTACHED TO VERTICAL WITH (4) -16d NAILS AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) r z S 6332uj rn 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L -Brace L -Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SP No. 3l Stu 12" O.C. 4-0-7 4-5-6 6-3-8 8-0-15 12-1-6 2x4 SP No. 3 ! Stu 16" O.C. 1 3-8-0 .3-10-4 5-5-6 '7-4-1 11-0-1 2x4 SP No. 3/ Stu 24" O.C. 1 3-0-10 3-1-12 4-5-6 6-1-5 9-1-15 Diagonal braces over 6-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and 1 braces to narrow edge of diagonal brace with 10d nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 130 MPH End Wall Virus s @ 24" o.c.' 2x6 DIAGONAL BRACE SPACED 48" O.C. / ATTACHED TO VERTICAL WITH (4) -16d NAILS AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) r December 21,2016 BEFORE USE. • Design valitl for use only wgh MTek®cormedors. This design is based only upon parameters shown, and is for an intlMtlual 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 andlor chord members only. Additional temporary and permanent bracing •MIT®k• - is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing dbusses and truss systems, see ANSUTPH Quality Criteria, DSB-99 and SCSI Building Component 4 250 Klug Circle • •t z S 6332uj rn P.6f3012018 v OFCAUF December 21,2016 BEFORE USE. • Design valitl for use only wgh MTek®cormedors. This design is based only upon parameters shown, and is for an intlMtlual 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 andlor chord members only. Additional temporary and permanent bracing •MIT®k• - is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing dbusses and truss systems, see ANSUTPH Quality Criteria, DSB-99 and SCSI Building Component 4 250 Klug Circle • •t AUGUST 1, 2016 LATERAL TOE -NAIL DETAIL* M11 -TOENAIL �0 ® MITekUSA, Inc., Page 1 of 1 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER 0 00, AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. f ,` 0 C==C== 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH ` AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. i 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES MiTek USA, Inc.FOR MEMBERS OF DIFFERENT SPECIES. a°'"�amBY SQUARE CUT ` nlreTekmmiate SIDE VIEW , ' SIDE VIEW r , (2x4) (2x3) 3 NAILS 2 NAILS NEAR SIDE NEAR SIDE FARSIDE NEAR SIDE - i FAR SIDE i. k ' - SIDE VIEW (2x6) ` 4 NAILS ' NEARSIDE FAR SIDE '^ NEAR SIDE r -i FAR SIDE - 30.00° • _ " VALUES SHOWN ARE CAPACITY PER TOE -NAIL' r APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: • }• • L ! (3) -16d (0.162"X3.5") NAILS WITH SPF SPECIES BOTTOM CHORD L/3 r - L For load duration increase of 1.15: 3 (nails) X.91.9 (Ib/nail) X.1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE. - BEVEL CUT - `� . f O9ROFESS/0,y� RRIQ 6 �Fti SIDE VIEW (2x3) + ' 1SU2 r 2 NAILS o S 6332 ` n rn NEAR SIDE P. 6/30/2018 NEAR SIDE P -OFCAU_W 0° «' SIDE VIEW X SIDE VIEW(4)•(2x6)3 NAILS 4 NAILS NEAR SIDE NEAR SIDE r .' NEAR SIDE ' NEAR SIDE NEAR SIDE • '� ' NEAR SIDE , r NEAR SIDE r December 21,2016 VIEWS SHOWN ARE FOR ' TOE -NAIL SINGLE SHEAR VALUES PER NDS 2005 (Ib/nail) DIAM. SP DF HF SPF SPF -S O ..131 88.1 - 80.6 69.9 68.4. 59.7 Z O .135 93.5 85.6 74.2 72.6 63.4 ;n .162 118.3 108.3 93.9 91.9 '80.2 .128. 84.1 65.3 57.0 Z 0 131 88.1 80.6 69.9 68.4 59.7 N .148 .106.6 97.6 84.7 82.8 72.3 M 0 .120 73.9 67.6 58.7 57.4 ' 50.1 O.128 84.1 76,9 66.7 65.3 57.0 ' c " .131. 88.1 80.6 69.9 68.4 59.7 ' .148 106.6 97.6 84.7 82.8 72.3 NEAR SIDE NEAR SIDE FARSIDE NEAR SIDE - i FAR SIDE i. k ' - SIDE VIEW (2x6) ` 4 NAILS ' NEARSIDE FAR SIDE '^ NEAR SIDE r -i FAR SIDE - 30.00° • _ " VALUES SHOWN ARE CAPACITY PER TOE -NAIL' r APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: • }• • L ! (3) -16d (0.162"X3.5") NAILS WITH SPF SPECIES BOTTOM CHORD L/3 r - L For load duration increase of 1.15: 3 (nails) X.91.9 (Ib/nail) X.1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE. - BEVEL CUT - `� . f O9ROFESS/0,y� RRIQ 6 �Fti SIDE VIEW (2x3) + ' 1SU2 r 2 NAILS o S 6332 ` n rn NEAR SIDE P. 6/30/2018 NEAR SIDE P -OFCAU_W 0° «' SIDE VIEW X SIDE VIEW(4)•(2x6)3 NAILS 4 NAILS NEAR SIDE NEAR SIDE r .' NEAR SIDE ' NEAR SIDE NEAR SIDE • '� ' NEAR SIDE , r NEAR SIDE r December 21,2016 VIEWS SHOWN ARE FOR ' ft AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL M11-VALLEY2 (BEVELED BOTTOM CHORD) IJQQ MTek USA, inc. Page 1 of 1 0 00 NOTE: VALLEY STUD SPACING NOT MiTek USA, Inc. GABLE END, COMMON TRUSS TOTAL TOP CHORD LOAD = 65 PSF(MAX)TO EXCEED 48" O.C. SPACING e OR GIRDER TRUSS D D.O.L. INC = 1.15 \ ASCE 7-98, ASCE 7-02, ASCE 7-05 (MWFRS) 110 MPH WIND A MiTek Affiliate 1 - ASCE 7-10 (MWFRS) 140 MPH WIND This detail is applicable for trusses with chord and web sizes using 2x3 and larger dimension lumber. P 12 13 BEVEL VALLEY TRUSS SEE DETAIL A, B4ORC BELOW (TYP.) 12 11 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO TOE -NAIL VALLEY TO BASE TRUSS W/ BASE TRUSS W/ (2) 16d TOE -NAILS (2) 16d TOE -NAILS DETAIL A DETAIL B - (BASE TRUSSES SHEATHED) (NO SHEATHING) 1. INSTALL BASE TRUSSES. 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS B & C, VALLEY TRUSSES MAY PROVIDE BRACING. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C ABOVE. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. ALL NAILS TO BE (0.131- X 3.5-) NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE GABLE END, COMMON TRUSS OR GIRDER TRUSS 8 r 9 10 BEVEL VALLEY TRUSS if �'w'ARMllvuweiny�aesgr�� RE7®R&F&%MFxAllfTcla4RAFEKR&RB17C1 W 2 MUDZI;ev. 10/0712015 BEFORE USE. Design valid for use only with MiTek® cormectors. 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 is allays 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 ANSIRPII Quality Criteria, OSS -89 and BCSI Building Component SECURE VALLEY TRUSS N OR T DETAIL C (NO SHEATHING) WOW 250 Klug Circle December 21,2016 h u n u u ii u n i n P ii BASE TRL VALLEY TRUSS TYPICAL TYPICAL I (24-O.C.) LLVALLEY TRUSS TYPICAL s (24" O.C.) This detail is applicable for trusses with chord and web sizes using 2x3 and larger dimension lumber. P 12 13 BEVEL VALLEY TRUSS SEE DETAIL A, B4ORC BELOW (TYP.) 12 11 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO TOE -NAIL VALLEY TO BASE TRUSS W/ BASE TRUSS W/ (2) 16d TOE -NAILS (2) 16d TOE -NAILS DETAIL A DETAIL B - (BASE TRUSSES SHEATHED) (NO SHEATHING) 1. INSTALL BASE TRUSSES. 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS B & C, VALLEY TRUSSES MAY PROVIDE BRACING. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C ABOVE. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. ALL NAILS TO BE (0.131- X 3.5-) NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE GABLE END, COMMON TRUSS OR GIRDER TRUSS 8 r 9 10 BEVEL VALLEY TRUSS if �'w'ARMllvuweiny�aesgr�� RE7®R&F&%MFxAllfTcla4RAFEKR&RB17C1 W 2 MUDZI;ev. 10/0712015 BEFORE USE. Design valid for use only with MiTek® cormectors. 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 is allays 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 ANSIRPII Quality Criteria, OSS -89 and BCSI Building Component SECURE VALLEY TRUSS N OR T DETAIL C (NO SHEATHING) WOW 250 Klug Circle December 21,2016 AUGUST. 1, 2016 - STANDARD PIGGYBACK TRUSS CONNECTION DETAIL as as 0 ons - 0 00 MiTek USA, Inc. A MTek Affiliate A - PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH (2) (0.131"X 35) TOE -NAILED. B - BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) (0.131"X 35) NAILS EACH. D - 2 X X T -U' SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, MIN GRADE #2, ATTACHED TO ONE FACE, CENTERED O INTERSECTION, WITH (2) ROWS OF (0.131" X 3'1 NAILS @,T' O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND: 1. WIND SPEED OF 90 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR 2. WIND SPEED OF 91 MPH TO 140 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ft E - FOR WIND SPEEDS BETWEEN 101 AND 140 MPH, ATTACH MITEK 3X8 20 GA Nail -On PLATES TO EACH FACE OF TRUSSES AT 77' O.C. W/ (4) (0.131" X 1.5') NAILS PER MEMBER. STAGGER NAILS FROM OPPOSING FACES. ENSURE 0.5" EDGE DISTANCE (MIN. 2 PAIRS OF PLATES REQ. REGARDLESS OF SPAN) WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail -On PLATES AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE _ TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. , SCAB CONNECTION PER NOTE D ABOVE M11 -PIGGY MTek USA, Inc. Page 1 of 1 MAXIMUM WIND SPEED = REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT = 30 FEET MAX TRUSS SPACING = 24 " O.C. CATEGORY II BUILDING EXPOSURE B or C ASCE 7-02, ASCE 7-05 DURATION OF LOAD INCREASE: 1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. r This sheet is provided as a Piggyback connection FOR ALL WIND SPEEDS, ATTACH MITEK 3X6 20 GA Nail -On PLATES TO 'detail only. Building Designer is responsible for all EACH FACE OF TRUSSES AT 48" O.C. W/ (4) (0.131" X 1.5") PER MEMBER. permanent bracing per standard engineering practices or STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5" EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED EXTEND THROUGH + BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. 2) ATTACH 2 x _ x 4'-0" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131"X 3") NAILS SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS (@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. D Y r IWO o S6332 R 6/30/2018 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, December 21,2016 NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. ®WARNING - Verlry design parameters arTJ4RkQU*Qbt kdQ6994f&$9AW IMAGE MA -7473 rev. 10103M15 BEFORE USE. • Design valid for use only with MTek® eormectors. 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 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 MIT®k• is allays 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 ANSUTPIt Quality Criteria, DSB-89 and SCSI. Building Component 250 Klug Circle 'l t' - STANDARD PIGGYBACK TRUSS �UGUST.1, 2016. CONNECTION DETAIL (PERPENDICULAR) MIN -PIGGY -PERP. MiTek USA, Inc., Page 1 of 1,• UL_1LJ° ' 0 00 IJ U a , MiTek USA, Inc. - ENGINEEgEOBV - 0 , X r -a rr •a Ah1Tek Affiliate - 'y r` • , - DETAIL IS NOT. APPLICABLE FOR TRUSSES 'I TRANSFERING DRAG LOADS (SHEAR TRUSSES).. ADDITIONAL CONSIDERATIONS BY BUILDING _ , , ENGINEER/DESIGNER ARE REQUIRED. ' PIGGY -BACK TRUSS `t *• r ' r. (CROSS-SECTION VIEW) y S ~! s ATTACH PIGGYBACKTRUSS i -Refer to actual truss design drawing forr additio6al piggyback truss information. = "TO BASE TRUSS WITH 4 . (2) =16d (.0.131" X 3.5") NAILS 3 TOENAILED. r ,. • �` � r. f re'' .1 k ' FAR SIDE ky R i f NEARSIDE NOTES FOR TRUSS:„ d ' 1. THIS DETAICIS VALID FOR ONE -PLY PIGGYBACK TRUSS ONLY;, . CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES _ MUST BE SOUTHERN PINE OR DOUGLAS FIR -LARCH LUMBER; ' 3.' THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES IS 2 FT OR LESS; ' 4. THE PIGGYBACK TRUSSES SHOULD BE PERPENDICULAR TO ,•, t ` - "BASE TRUSSES. _ 5. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT • ' AT CONN ECTINGPOINT. �. r• FLATTOPCHORD OF BASE TRUSS BASE TRUSS (SIDE VIEW) ' '* " s ~• pFESS Refer to actual truss design drawing, QR /O,y for additional base truss nformatio. ��0 �ERRIQ 49 S6332 m m w p m NOTES FOR TOE -NAIL: , r P. 613012018 1. -TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE ~�`• c� NAIL FROM THE MEMBER END AS SHOWN. f �DFCALW , • 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF December 21,2016 NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING ,L` _ ®WARNING - VeA/y design parameters and REM NOTES ON THIS AND INCLUDED MN7EK REFERENCE PAGE AIV -7473 rev.1010312015 BEFORE USE. .i Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an Individual building conponent, not• { a truss system. Before use, the building designer must verify the applicability of design parametersand property incorporate this design into the overall �►a/•� building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing - - gyglT®k• is allays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the .. , ,i - I • fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, OSB -89 and SCSI Building Co - - ty 4 9 mponard ♦ � . ' 250 Klug Circle r e d.