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Permit Building 2022-10-12
A 4e V 41a a I I 0 v M0 THE APPROVED PLANS, PLACARD AND PERMTS SHALL BE PROVIDED ON THE JOB SITE AT THE TIME INSPECTIONS ARE REQUESTED TO OCCUR. INSPECTIONS MAY BE DELAYED OR CANCELLED IF THE PLANS AND PERMITS ARE NOT AVAILABLE TO THE INSPECTOR. INSPECTIONS CALLED IN BEFORE 7AM WILL BE MADE ON THE SAME BUSINESS DAY INSPECTIONS CALLED IN AFTER 7AM WILL BE MADE ON THE FOLLOWING BUSINESS DAY ON-LINE INSPECTION. REQUESTS: https:/Zaca.oregon.accela.com/oregon/ IVR INSPECTION PHONE #888-299-2821 HAVE THE 12 -DIGIT IVR REF# AND THE 4 - DIGIT IVR INSPECTION CODE(S) READY TO ENTER AT THE IVR PROMPTS. NOTICE® City of Springfield Noise Ordinance 5.220 Noise. (1) Definitions. (b) Dwelling. As defined in the Springfield Development Code. (d) Plainly Audible. A sound that the listener can clearly hear with unaided hearing faculties. Sounds which may be plainly audible include, but are not limited to, musical rhythms, engine noises, spoken words or phrases even though not clearly discernable, or other vocal sounds. (2) No person shall create, assist in creating, permit, continue, or permit the continuance of any noise that is unreasonable in its volume or duration. (3) The following acts are declared to be per se violations of this section, but such enumerations shall not be deemed to be exclusive: (a) Keeping an animal that unreasonably causes a continuous annoyance, alarm, or disturbance for more than 15 minutes at any time of day or night, which can be heard beyond the border of the owner's property. (b) Using any automobile, motorcycle, or other vehicle; any engine, stationary or moving; instrument, device or thing, so out of repair, so loaded, or operated in such manner as to create loud or unnecessary grating, grinding, rattling, or other noises. (c) Using, between 6:00 p.m. and 7:00 a.m., any mechanical device operated by compressed air, steam, or otherwise, unless the noise created is effectively muffled. (d) Erecting, including excavating, demolishing, altering, or repairing, any building between the hours of 6:00 p.m. and 7:00 a.m. (e) Operating any gasoline engine without a muffler. (f) Using or operating any automatic or electric piano, phonograph, radio, loudspeaker, stereo, or sound - amplifying device, in a manner that the sound produced thereby is plainly audible: (i) Within any dwelling, church, business, day care center or school, other than the source of the sound; or (ii) On public property or a public right-of-way 150 feet or more from such device, except as specifically authorized in writing from the government that owns or controls such property. (4) Notwithstanding subsections (2) and (3), the following sounds are permitted: (a) Sounds made by any mechanical device operated by compressed air, steam, or otherwise in the industrial zones of the city. (b) Sounds that are subject to a special noise permit granted by the city manager or designee. Special noise permits are not intended to be issued for private events. (c) Sounds made by work necessary to restore property to a safe condition following a natural or other disaster, or to protect persons or property from exposure to imminent danger. (f) Sounds produced by the city or another unit of government or their employees, agents, contractors, or their subcontractors in the maintenance, construction, or repair of public improvements. (h) Sounds produced by a municipal utility, public utility licensed under SMC section 4.602, a current franchisee of the City, or their employees, contractors, or subcontractors in the construction, maintenance, or repair of their respective facilities. (5) The offenses specified in subsections (2) and (3) are punishable as a violation and may include a fine not exceeding $720.00 pursuant to SMC section 1.205. [Section 5.220 amended by Ordinance No. 6169, enacted May 15, 2006; further amended by Ordinance No. 6402, enacted June 3, 2019; further amended by Ordinance No. 6425, enacted June 28, 2021.] Development Services Department Community Services Division Building Safety Carbon 11►Mono3dde Alarm Requirements for Residential Structures Starting April -1, 2011 The State of Oregon Building Codes Division has amended the 2008 and 2011 Oregon Residential Specialty Codes, the 2010 Oregon Structural Specialty Code and the 2010 Oregon Fire Code to require carbon monoxide alarms in Group R (Residential) structures, for new construction, reconstruction, alteration or repair where a building permit is required. These rules and code requirements become effective April 1, 2011. Installation Location: Carbon monoxide alarms shall be located in each bedroom (sleeping room) or within 15 feet outside of each bedroom door. Bedrooms (sleeping rooms) on separate floor levels in a structure consisting of two or more stories shall have separate carbon monoxide alarms serving each story. *Follow the manufacturer's instructions for additional installation requirements. Alarm Re uirementx (depending on the alarm type elected Single Station Alarms- IJL 2034 listing and install per manufacturer's installation instructions. This type of alarm may be battery operated or may receive primary power from the building wiring system. Plug in devices securely fastened to the structure and installed per the manufacturer's installation instructions. l ouseho7d Carbon Ivionoxide Detection Systems- VL 2075 listing and install per manufacturer's installation instructions and NFPA 720. Combination Smoke/ Carbon Monoxide Alarms- UL 2034 and UL 217 listings and install per manufacturer's installation instructions. See additional requirements specific to installation of smoke alarms. Primary power is from the building wiring, and when primary power is intenupted, shall receive power from a battery. Wiring shall be permanent and without a disconnecting switch other than those required for overcurrent protection, Smoke alarm features of combination smoke/ carbon monoxide alarms shall be interconnected. Exception: Interconnection and hard=wiring of combination smoke/ carbon monoxide alarms in existing areas shall not be required where time alterations or repairs do not result in the removal of interior wail or ceiling finishes exposing the structure. Where Required In Existing Dwellings: Where a new carbon monoxide source is introduced or work requiring a structural permit occurs in existing dwellings carbon monoxide alarms shall be -provided iu accordance with ORS Section 8315. Exception: Work involving the exterior surfaces of dwellings, such as the replacement of roofing or siding, or the addition or replacement of windows or doors, or the addition of a porch or a deck, are exempt from the requirements of this section. *Please Provide Manufacturer's Listing and Ipstractions On Site For Inspection SPAINISFIELD , -N�O .1291 SIN Smoke Alarms must be provided with ith the f-6116W.ing- information at j0 the project site before requesting nal inspection for buildliftg. occupancy: SPRJN6#1ELD, 0R.97477 PHONE (541)728-3763 . FAX (541)726-3676 WWW.3Prfng&1�ff.gW -A copy of the Manufacturer's INSTALLATION INSTRUCTION,S for the smoke ala'rms. -if the above information is mis$lng, or it not in plain sight Within the buil . ding, final . occupancy may not be -granted until the required information is provided. Smoke afarm,§ shall be installedin all new residential dwelling units. When interior alterations; repairs or additi6ns--requiri.ng a structural ponnft occur, or when sleeping rooms are added or created in existing dw6fflngs, the Individual dwelling unit shall be provided with smoke alarms located as required for new buildings. Alarms shall be installed per manqfa6turees i -V instructions. The alarms shall redoe fhetr. primary, power from the building wiring When such wiring !, is served from a comm&cfal source, and shall be powered by a battery when the,primary power is interrupted. Alarms shall be interconnected 'arid -hard wired. (R314. 3, 8314.3.1 & R314.4) Exception: Smoke alarms in,existing ,areas need not be hard -wired or interconnected where the alterationt or. repairs. do not result in removal of interior wall or ceiling finishes qxxposing the structure. :SMOKE ALARMS ARE REQUIRED in each sleeping room, and areas -providing access to sleeping rooms, and on each floor level. (R-314.3) SEE REVERSE FOR CARBON MONOXIDE ALARM INFORMATION �c SPRINGFDrEH.D DEVELOPMENT SERVICES DEPARTMENT 225 FIFTH STREET SPRINGFIELD, OR 97477 (541) 726-3753 Fax (541) 726-3689 WWW sP)Iiigfleld-orgov Ventflation Requirements for Kitchens and Bathrooms The 2011 Oregon Residential Specialty Code (ORSC) has specific requirements for exhaust and ventilation of kitchen and bathrooms spaces to prevent moisture from encouraging the growth and accumulation of harmful mold. The requirements for new construction found in sections 8303.3, M1503 and. M1507 of the.OBSC are as follows: Kitchens: M1503 o Range hoods shall exhaust a minimum of 150 cubic feet per minute (CRA) for intermittent fans, and 25 CFM for continuous fans. o Hoods shall be constructed of minimum 0.0157 inch thick (No. 28 gage) metal. o Exhaust shall be -discharged via a smooth air -tight single wall duct with a backdraft damper to the outdoors- not to attic or crawl spaces. This includes over -range microwaves. Bathrooms: 8303.3 and M1507 o Bathrooms with bathing or spa facilities shall have mechanical ventilation. o Bathrooms without bathing or spa facilities shall have 50 CFM mechanical ventilation or a natural ventilation opening of 1.5 square feet. - o Minimum exhaust rate for bathrooms with bathing or spa facilities shall be 8.0CFM (intermittent) or 20 CFM (continuous) o Sound ratings shall be maximum 3.0 Sone (intermittent) or 1.0 Sone (continuous). Exception: Fans located 4 feet or more from the inlet grill are exempt from maximum sound ratings. o Intermittent fans shall be controlled by timer, de humidistat or other automatic control device. o Flexible metal ducts shall be 5" diameter or larger for 80CFM fans (4" metal flex duct is not permitted). Length, diameter and number of elbows are limited by table M1507.4 �, '�=•�J.'l�l.: r '�,,,�,, � eft { �: 1�1., Permit No. Owner: Site Address: Contractor: 225 FIFTH STREET SPRtNGFiELD SPRINGFIELD, OR 57477 (541) 726-3753 -,e DEVELOPMENT AND PUBLIC WORKS building Satety Division To conform with Section 8703.1.1 of the 2021 Oregon Residential Specialty Code (ORSC). I am notifying the building official that I am aware of the exterior wall envelope requirements contained therein, and hereby certify that the components of the exterior wall envelope have been installed or will be installed in accordance with the aforementioned code requirements and applicable exceptions as acknowledged during the plan review submittal process. Signature Date Excerpt from 2021 Oregon Residential Specialty Code Section R703: Exterior Covering R703.1.1 The exterior wall envelope shall be installed in a manner such that water entering the assembly can drain to the exterior. The envelope shall consist of: an exterior veneer and water-resistant barrier as required by section R703.2; a space not less than 1/8 -inch (3mm) between the water -resistive barrier and the exterior veneer; and integrated flashings as required by Section R703.4. The required space shall be formed by the use of any noncorrosive furring strip, drainage mat or drainage board. The envelope shall provide proper integration of flashings with the water -resistive barrier, the drainage space provided and the exterior veneer or wall covering. These components combined shall provide a means of draining water entering the assembly to the exterior. Exceptions: 1. A space is not required where the exterior wall covering is installed over a water -resistive barrier complying with Section 703.2 that is manufactured in a manner to enhance drainage and meets the 75 -percent drainage efficiency requirements of ASTM E2273 or other nationally recognized standard. 2. A space is not required where the window sills are equipped with pan flashings that drain to the exterior surface of the wall coverings in a through -wall fashion. All pan -flashings shall be detailed within the construction documents and shall be of either a self -adhering membrane complying with AAMA 711 or of an approved corrosion -resistant material or a combination thereof. Self adhering membranes extending to the exterior surface of the wall covering shall be concealed with trims or other measures to protect from sunlight. 3. A space is not required for detached accessory structures. 4. A space is not required for additions, alterations or repairs where the new exterior wall covering is all of the following: 4.1 Matching the existing exterior wall covering. 4.2 Installed in the same plane as the existing wall covering without a change in direction or use of a control joint. 4.3 Installed over a water -resistive barrier complying with Section R703.2. 5. The requirements of Section R7031.1 shall not be required over concrete or masonry walls designed in accordance with Chapter 6 and flashed in accordance with Section R703.4 or R703.8. 6. Compliance with the requirements for a means of drainage, and the requirements of Section R703.4, shall not be be required for an exterior wall envelope that has been demonstrated to resist wind -driven rain through testing of the exterior wall envelope assembly, including joints, trim, exterior coverings, penetrations, window and door openings and intersections with dissimilar materials in accordance with ASTM E331 under the following conditions: 6.1 Exterior wall envelope test assemblies shall include at least one opening, one control joint, one wallleave interface and one wall sill. All tested openings and penetrations shall be representative of the intended end-use configuration. 6.2 Exterior wall envelope test assemblies shall beat least 4 feet by 8 feet (1219 mm by 2438 mm) 6.3Exterior wall assemblies shall be tested at a minimum differential pressure of 6.24 pounds per square foot (299 Pa). 6.4 Exterior wall envelope assemblies shall be subject to the minimum test exposure for a minimum of 2 hours. The exterior wail envelope design shall be considered to resist wind -driven rain where the results of the testing indicate that water did not penetrate control joints in the exterior wall envelope, joints at the perimeter of openings penetration or intersections of terminations with dissimilar materials. Permit No. Owner:_ Site Address: Contractor: 225 FIFTH STREET 5PtUNGFIELD";:: SPRINGFIELD, OR 97477 A' (541) 726-3753 - F_ SECTION N1107 LIGHTING DEVELOPMENT ARID PUBLIC WORKS Building Safety Division N1107.2 High -efficacy lamps. All permanently installed lighting fixtures shall contain high -efficacy lamps. Screw-in compact fluorescent and LED lamps comply with this requirement. The building official shall be notified in writing at the final inspection that the permanently installed lighting fixtures have met this requirement. Exception: Two permanently installed lighting fixtures are not required to have high -efficacy lamps. N1107.3 High -efficacy exterior lighting. All exterior lighting fixtures affixed to the exterior to the building shall contain high -efficacy lamps. Exception: Two permanently installed lighting fixtures are not required to have high - efficacy lamps. I acknowledge by my signature below, that I have met the requirements as specified in Section N1107.2 & N1102.3, and of its exceptions as applicable, of the 2021 Oregon Residential Specialty Code (ORSC). Printed Name: General Contractor/Owner Signature: Date: Permit No. Owner: Site Address: Contractor: 225 FIFTH STREET $ iUXGF ELOI SPRINGFIELD, OR 97477 (541) 726-3753 DEVELOPMENT AND PUBLIC WORKS Building Safety Division To conform with Section R318.2 of the 2021 Oregon Residential Specialty Code (ORSC), I am notifying the building official that I am aware of the moisture content requirement and have taken steps to meet this code requirement. Section R318.2 MOISTURE CONTROL 8318.1 Vapor retarders. In all framed walls, floors and roof/ceilings comprising elements of the building thermal envelope, a Class II vapor retarder shall be installed on the warm -in -winter side of the insulation. Signature Exceptions: In construction where moisture or freezing will not damage the materials. 1. Where the framed cavity or space is ventilated to allow moisture to escape. This project utilized the following vapor barrier retarder method on the walls: ® Paper Faced Insulation with utilized on the wall ® Unfaced insulation with visqueen (polyethylene plastic) applied ® A vapor block paint/ primer will be applied to the walls Section 8318.2 Moisture content. Prior to the installation of interior finishes, the building official shall be notified in writing by the general members used in construction have a moisture content of not more than 19 percent of the weight of dry wood framing members. Date -F -F Z--4 TABLE N1101.1(2) — ADDITIONAL MEASURES HIGH EFFICIENCY HVAC SYSTEM" 1 a. Gas-fired furnace or boiler AFUE 94 percent, or b. Air source heat pump HSPF 10.0/14.0 SEER cooling, or c. Ground source heat pump COP 3.5 or Energy Star rated. HIGH EFFICIENCY WATER HEATING SYSTEM a. Natural gas/propane water heater with minimum UEF 0.90, or t- 2 b. Electric heat pump water heater with minimum 2.0 COP, or c. Natural gas/propane tankless/instantaneous heater with minimum 0.80 UEF and Drain Water Heat Recovery Unit installed on minimum of one shower/tub-shower WALL INSULATION UPGRADE 3 - -- Exterior walls—U-0.045/R-21 conventional framing with R-5.0 continuous insulation ADVANCED ENVELOPE �- Windows—U-0.21 (Area weighted average), and 4 Flat ce`lingb U -0.017/R-60, and Framed floors—U-0.026/R-38 or slab edge insulation to F-0.48 or less (R-10 for 48"; R-15 for 36" or R-5 fully j insulated slab) DUCTLESS HEAT PUMP 5 For dwelling units with all -electric heat provide: Ductless heat pump of minimum HSPF 10 in primary zone replaces zonal electric heat sources, and Programmable thermostat for all heaters in bedrooms 6 HIGH EFFICIENCY THERMAL ENVELOPE UAB Proposed UA is 8 percent lower than the code UA GLAZING AREA _ 7 Glazing area, measured as the total of framed openings is less than 12 percent of conditioned floor area 3 ACH AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 8 Achieve a maximum of 3.0 ACH50 whole -house air leakage when third party tested and provide "whole -house ventilation system including heat recovery with a minimum sensible heat recovery efficiency of not less than 66 percent. For SI: 1 square foot — 0.093 mZ, 1 watt per square foot =10.8 W/m2. a. Appliances located within the building thermal envelope shall have sealed combustion air installed. Combustion air shall be ducted directly from the outdoors. b. The maximum vaulted ceiling surface area shall not be greater than 50 percent of the total heated space floor area unless vaulted area has a U - factor no greater than U-0.026. c. In accordance with Table N1104.l(1), the Proposed UA total of the Proposed Alternative Design shall be a minimum of 8 percent less than the Code UA total of the Standard Base Case. TABLE N1101.3 - SMALL ADDITION ADDITIONAL MEASURES (SELECT ONE) 1 Increase the ceiling insulation of the existing portion of the home as specified in Table N1101.2. 2 Replace all existing single -pane wood or aluminum windows to the U -factor as specified in Table N1101.2 3 Insulate the existing floor, crawl space or basement wall systems as specified in Table N1101.2 and install 100 percent of permanently installed lighting fixtures as CFL, LED or linear fluorescent, or a minimum efficacy of 40 lumens per watt as j specified in Section N1107.2. ! 4 Test the entire dwelling with a blower door and exhibit no more than 4.5 air changes per hour © 50 Pascals. 5 Seal and performance test the duct system. 6 Replace existing 80 percent AFUE or less gas furnace with a 92 -percent AFUE or greater system. 7 Replace existing electric radiant space heaters with a ductless mini split system with a minimum HSPF of 10.0. 8 Replace existing electric forced air furnace with an air source heat pump with a minimum HSPF of 9.5. 9 Replace existing water heater with a water heater meeting: Natural gas/propane water heater with minimum UEF 0.90, or Electric heat pump water heater with minimum 2.0 COP. Residential Energy Additional Measure Selection Department of Consumer & Business Services Building Codes Division 1535 Edgewater St. NW, Salem, Oregon Phone: (503) 373-1268 • Fax: (503) 378-2322 . . vlhe - 2022 Ow c: DR Horton Job address: 2956 V Street Citv: Springfield it number: I State: OR ZIP: INSTRUCTIONS Please select the type of construction. If the project is an addition, select the applicable addition type and enter the selected measures accordingly; print and sign your name. Submit this form with your permit application or your project will be placed on hold until the required information is provided. ❑x New construction. All conditioned spaces within residential buildings shall comply with Table N1101.1(1) and one additional measure fiom Table N1101.1(2). ❑ Additions. Additions to existing buildings or structures may be made without making the entire building or structure comply if the new additions comply with the requirements of this chapter. [See ORSC Section N1101.3] ❑ Large additions. Additions that are equal to or more than 600 square feet in area are required to select one measure from Table N1101.1(2). Enter the selected Table Nl 101.1(2) additional measure ❑ Small additions. Additions that are less than 600 square feet in area are required to select one measure from Table N1101.1(2) or select one measure from Table N1101.3. ❑ Selected Table N1101.1(2) additional measure or ❑ Selected Table N1101.3 additional meinre ❑ Exception: Additions that are less than 225 square feet in area are not required to comply with Table N1101.1(2) or Table N1101.3. For reference Tables N1101.1(2) and N1101.3 are included in this form below. Note: Depending on the additional measure you have selected, there may be sub -options that you will have to spec. Check the appropriate box ifprovided. Applicant's printed name: Emerald Weeks __ Applicant's signature: � TSR tGTL12�. c._ ��L_CC.ILi'r'T� OtvS Welker Engineering, Inc. 1911 116th Avenue NE, Bellevue, WA 98004 425-451-4946 DR Horton Plan N070 Marcola Meadows Lot 148 Springfield, Oregon Structural Calculations January 27, 2022 JN 32021.1 Building Code: Snow load: Roof Dead load: Floor Live load.- Floor oad:Floor Dead load: Wind: Seismic: INDEX Lateral analysis Roof framing Upper floor framing Main floor framing Foundations 2019 OSSC 25psf 15psf 40psf IOpsf 135mph Exposure B Soil class D, Ss = .966 I/Z7/ZZ P8 ,; -5, - cxz 51 oR>'r., 0 �9 )'25,199 Rl Es V0�� F.XI'IR1:S: 6/25/ Z3 PAGES L1-23 R1 UFI -5 MFI FTGI • 0000•• 0000• •9•• 00.09 e • •..• 0000 • • 0000•• •• 9 9999., 9999.. .. •.9.•• 9 • . •• • . • 00 0 60 00 0• • 09.06• . . . 0000 . 0 • 00 Go so • • 0 . 0 000• Welker Engineering, Inc. 193 N. Shugart Flats Rd., Leavenworth, WA 98826 DR Horton Plan N070 Structural Calculations May 27, 2022 JN 32021.1 Building Code: Snow load: Roof Dead load: Floor Live load: Floor Dead load. Wind: Seismic: INDEX Lateral analysis Roof framing Upper floor framing Main floor framing Foundations 2019 OSSC 25psf 15psf 40psf IOpsf 135mph Exposure B Soil class D, Ss = .966 5/Z7/ZZ EXPIRES; 6/25/ Z3 PAGES LI -23 RI UFI -5 MFI FTGI 425-417-1122 0000•• •• • • 0000•• 00.00• •0 • • • •0.000 • • • •• • • • •• • • • • •• •• 000000 •••• • • • •• • •• • • 0000•• • • • ••.• •0 • 0 • •• •• 0000•• • • 0 • • • • 0000 Voelker Engineering, Inc. 09/28/21 Job 32021.1 1911 116th Avenue NE Page L1 Bellevue, WA 98004 DR Horton Plan N070 Lateral Analysis of Wind forces (ASCE 7-16) Design wind pressures and forces are determined per equations given in section 28.4-1 System Type Structure Type Equation Main Wind -Force Low -Rise Buildings p qh-[(GCpf) - (GCpi)] Resisting System Gable Roof qh : at mean roof height h GCpf : Figure 28.4-1 GCpf : Table 26.11-1 Velocity Pressure Calculations, qh Section 28.3.2. qh = Velocity pressure @ mean roof height (h) qh = Constant • Kh • Kzt • Kd • V 2 qh = Velocity pressure @ height (h) Where: Constant Numerical constant '/2 • [ ( Air density Ib/ cu ft) / ( 32.2 ft/sl )] [( mi/h )( 5280 ft/mi) (1 hr/3600 s )] z 0.00256 Mean Sea Level 0.00 ft Air Density @ MSL 0.0765 Ib/cu Category II le 1.0 Exposure Category B (Urban areas) Alpha 7 Zg 1200 ft Basic Wind Speed 135 mph :696:6 99000 • 0000 00000 • • • 6 00.00• Z, Mean Roof Height 23 ft 00-0' Roof Pitch 6/12 :6.6:6 006' 0 6 w 90••96 • 0 • 9 0 • • • •• • • • • •• •• 6 •9 090990 0000 9 • • •• • 69 • • 6.9609 • • • 0999 0 • • 00 as •0 09•069 •• • • • w • • 0000 00 32021.1 ASCE7-16.x1s Voelker Engineering, Inc. 09/28/21 Job 32021 1 1911 116th Avenue NE Page L2 Bellevue, WA 98004 DR Horton Plan N070 Velocity Pressure Calculations, qz (Cont.) Where : Kh Velocity pressure coefficient @ height z 2.01 ( Z/Zg) " (2/Alpha) for 15 ft <= Z <= Zg 2.01 (15/Zg) ^ (2/Alpha) for Z < 15 ft 0.65 Kzt Topographic factor obtained from Fig. 6-4 (1+K1 •K2•K3)2 Kzt @ h 1 Kd Wind directionality factor obtained from Table 26.6-1 0.85 qh 25.75 (psf) Internal Pressure Coefficient, GCpi, TABLE 26.11-1 Enclosure Classification GCpi+ GCPi- Partially enclosed buildings 0.55 -0.55 External Pressure Coefficient -Load Case A 32021 1 ASCE7-16.xis (psf) sees•• (psf) (psf) 1 0.54 25.75 0.55 -0.55 -0.3 28.1 2 -0.3 25.75 0.55 -0.55 -21.9 6.4 3 -0.46 25.75 0.55 -0.55 -26.0 2.3 4 -0.4 25.75 0.55 -0.55 -24.5 3.9 1E 0.75 25.75 0.55 -0.55 5.2 33.5 2E -0.48 25.75 0.55 -0.55 -26.5 1.8 3E -0.62 25.75 0.55 -0.55 -30.1 -1.8 4E -0.57 25.75 0.55 -0.55 -28.8 -0.5 p+ uses GCpi+ p- uses GCpi- •:0: 32021 1 ASCE7-16.xis sees•• •:r0• sees sees• • • sees • • • • sees•• sees • • •sees• •• • 0 •es:e: • 0 • •••••• :6 • • • •6:000 : • • •• • • • so •es0•• see• • • • so •• • • 09.00• • • • •:0: •• • r • e • 0 •e•: ee 32021 1 ASCE7-16.xis Voelker Engineering, Inc. 09/28/21 1911 116th Avenue NE Bellevue, WA 98004 DR Horton Plan N070 External Pressure Coefficient -Load Case B 1 -0.45 25.75 0.55 -0.55 -25.8 2.6 2 -0.69 25.75 0.55 -0.55 -31.9 -3.6 3 -0.37 25.75 0.55 -0.55 -23.7 4.6 4 -0.45 25.75 0.55 -0.55 -25.8 2.6 5 0.4 25.75 0.55 -0.55 -3.9 24.5 6 -0.29 25.75 0.55 -0.55 -21.6 6.7 1E -0.48 25.75 0.55 -0.55 -26.5 1.8 2E -1.07 25.75 0.55 -0.55 -41.7 -13.4 3E -0.53 25.75 0.55 -0.55 -27.8 0.5 4E -0.48 25.75 0.55 -0.55 -26.5 1.8 5E 0.61 25.75 0.55 -0.55 1.5 29.9 6E -0.43 25.75 0.55 -0.55 -25.2 3.1 Wind Pressure Zones - Sums of positive and negative pressures Transverse Direction Load Horizontal Pressures Case A B C 1 20.62 4.77 14.52 Longitudinal Direction Load Horizontal Pressures Case A B C 1 20.62 4.77 14.52 D 2.82 D 2.82 32021 1 ASCE7-16.xls Job 32021.1 Page L3 ...... ..... • • 0000 • • • • 0000•• 0000 • • 0000•• •• • • ••66•• • • • •0006• •• • • • 00.00• 0 • • 06 • • • 0000•• 0000 •0 • • 40.06• • • 0 00.6 06 66 •0000• 00 0 0 • • •0•• 0 a Voelker Engineering, Inc. 09/28/21 1911 116th Avenue NE Bellevue, WA 98004 DR Horton Plan N070 Light Wood Frame Construction? Y Mean Roof Height 22.5 ft Maximum Height 27 ft Building Width 24 ft Building Length 50 ft Roof Plate Ht 18 ft Upper FI Plate Ht 9 ft End Zone Calculations - Front to Rear Direction A xWidth 2.4 .4xHeight 9.0 .04xWidth 1.0 2.4 3.0 3.0 3.0 <--- End Zone Length = 3.0 ft End Zone Calculations - Left to richt Direction AxWidth 5.0 .4xHeight 9.0 .04xWidth 2.0 5.0 3.0 3.0 5.0 <--- End Zone Length = 5.0 ft 32021.1 ASCE7-16.xls Job 32021 1 Page L4 ...... ..... . . . . ...... .. . . . . .. .. ...... .... ...... . . . .... .. .. ...... • •s Voelker Engineering, Inc. Zone 2 09/28/21 Zone 4 End Zone Job 32021.1 1911 116th Avenue NE 4.77 2.82 4.77 2.82 4.77 2.82 4.77 Page L5 Bellevue, WA 98004 14.52 20.62 14.52 20.62 14.52 20.62 14.52 20.62 14.52 20.62 DR Horton Plan N070 Wind Analysis FRONT TO REAR DIRECTION Building Width 24 ft .. . . . . .. .. Zone 1 Zone 2 Zone 3 Zone 4 Type 1 1 1 1 End Zone y . . . y y y Height Width Height Width Height Width Height Width ft ft ft ft ft ft ft ft 27.0 13 27.0 13 27.0 0 27.0 0 18.0 12 18.0 12 18.0 0 18.0 0 9.0 12 9.0 12 9.0 0 9.0 0 Type 1 = Transverse Type 2 = Longitudinal or Gable End Wind Pressures Zone 1 Zone 2 Zone 3 Zone 4 End Zone End Zone End Zone End Zone 4.77 2.82 4.77 2.82 4.77 2.82 4.77 2.82 20.62 14.52 20.62 14.52 20.62 14.52 20.62 14.52 20.62 14.52 20.62 14.52 20.62 14.52 20.62 Load to roof plate Vw = 1771 Ib Load to upper floor plate Vw = 2993 Ib Total = 4764 Ib Minimum Design Wind Loads Total Wind Load = 4233.6 Ib 32021.1 ASCE7-16.xls OK ...... ..... . . . . ...... .. . . . . .. .. ...... .... ...... . . . .... Voelker Engineering, Inc. Zone B 09/28/21 Zone D End Zone Job 32021.1 1911 116th Avenue NE 14.52 20.62 14.52 20.62 2.82 4.77 2.82 4.77 Page L6 Bellevue, WA 98004 14.52 20.62 14.52 20.62 14.52 20.62 14.52 20.62 14.52 20.62 DR Horton Plan N070 Wind Analysis 0000•• LEFT TO RIGHT DIRECTION • • 6 0000•• Building Width 50 ft so 0 Zone A Zone B Zone C Zone D Type 2 0• 2 • 1 1 End Zone y • • • y y y Height Width Height Width Height Width Height Width ft ft ft ft ft ft ft ft 27.0 11.5 27.0 11.5 27.0 0 27.0 0 18.0 23 18.0 23 18.0 0 18.0 0 9.0 23 9.0 23 9.0 0 9.0 0 Type 1 = Transverse Type 2 = Longitudinal Wind Pressures Zone A Zone B Zone C Zone D End Zone End Zone End Zone End Zone 14.52 20.62 14.52 20.62 2.82 4.77 2.82 4.77 14.52 20.62 14.52 20.62 14.52 20.62 14.52 20.62 14.52 20.62 14.52 20.62 14.52 20.62 14.52 20.62 Load to roof plate Vw = 6836 Ib Load to upper floor plate Vw = 6562 Ib Total = 13398 Ib Minimum Design Wind Loads Total Wind Load = 7949 Ib 32021.1 ASCE7-16.xis OK ...... ..... . . . . ...... 0000•• •• • • 6 0000•• e so 0 06.04• 0000 0• • •••••• • • • •••• 00 •• •00.0• • • • 0000 Voelker Engineering, Inc. 09/28/21 Job 32021.1 1911 116th Avenue NE Page L7 Bellevue, WA 98004 DR Horton Plan N070 Lateral Analysis of Seismic forces Distribution of Building Weight Roof Area Weight Ave. height ft^2 psf ft 1300 15.0 18 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 8 170 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 8 140 Upper Floor Area Weight Ave. height ft^2 psf ft 125 10 9 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 9 60 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 9 148 ...... ..... . . . . ...... •!•••• • •• • • • ! •• •• •••••• •••• •• • •• •• Y• • Y • • Y •• •••••• • • •••• 32021.1 ASCE7-16.xis Voelker Engineering, Inc. 09/28/21 Job 32021 1 1911 116th Avenue NE Page 1-8 Bellevue, WA 98004 DR Horton Plan N070 Lateral Analysis of Seismic forces Soil Class = D le = 1.00 R = 6.50 Structure Height = 22.5 ft Spectral Response Acceleration Coefficients Site Coefficients Ss = 0.966 Fa = 1.200 S1 = 0.486 Fv = 1.800 Sms = 1.159 Sds = 0.773 Sml = 0.8748 Shc = 0.583 Sesimic Design Category = D Structure Fundamental Period = 0.21 Seconds Cs Determination [ASCE 7) Sds/(R/le) 0.119 0.119 < 0.434 OK Shc/(R/le)/T 0.434 Cs = 0.119 Ultimate Vs = 0.085 x Wt Working Stress Distribution of Shear to Stories Level Vs wx % Vs Roof 2413 43434.38 0.767 2975 <--- Upper floor 1464 13177.9 0.233 903 <--- Main floor 0 0 0.000 0 <.__ Total 3877 56612 3877 lbs Redundancy Check rho max= 1.00 Front/Rear rho max= 1.00 Left/Right 0000•• 0000• 0900 • � 0000 sees* •sees• • •• • 00.00♦ • • • • • • s• • sees ••e•0• • • 0* •••es• 0000 s• • 09.600 •• • • • • • •••• •• •• •• • 0 •• •9000• • 6000 32021 1 ASCE7-16.xls Voelker Engineering, Inc. 09/28/21 1911 116th Avenue NE Bellevue, WA 98004 DR Horton Plan N070 Job 32021.1 Page L9 Allowable Shearwall Forces Typ. Walls - 7/16 OSB, 8d Common Nails, 1 3/8" minimum penetration into framing. Wind Resistance Seismic Resistance (based on 2:1 height/width ratio) Allow v P6 266 plf P4 490 plf P3 637 plf P2 833 plf Seismic Resistance (based on 2:1 height/width ratio) Anchor Bolts (5/8" bolts, HF plates, Allow Vw = 1.6 x 860 = 13761b, Vs = 1.4 x 860 = 12041b) Allow v P6 242 plf P4 350 plf P3 455 plf P2 595 plf Anchor Bolts (5/8" bolts, HF plates, Allow Vw = 1.6 x 860 = 13761b, Vs = 1.4 x 860 = 12041b) Simpson MASAP Standard Installation, Allow Vw = 13051b, Vs = 10601b Allow Vw (plf) Vs (plf) P6 2x sill plates 48" o.c. 344 301 P4 2x sill plates 32" o.c. 516 452 P3 2x sill plates 16" o.c. 1032 903 P2 2x sill plates 16" o.c. 1032 903 Simpson MASAP Standard Installation, Allow Vw = 13051b, Vs = 10601b 0000•• • •• r ••••0• as• •••00• •0 •• 32021.1 ASCE7-16.x1s • Allow Vw (plf) Vs (plf) P6 2x sill plates 48" o.c. 326 265 P4 2x sill plates 32" o.c. 489 398 P3 2x sill plates 16" o.c. 979 795 P2 2x sill plates 16" o.c. 979 795 0000•• • •• r ••••0• as• •••00• •0 •• 32021.1 ASCE7-16.x1s • 00.00 0000 • • u••••• 0000 • • •••••• • • • •0004• •• • 0000•• •• • • • 0000 • • •• • • • • • 0000 •• • 0 • • • Y •00• Voelker Engineering, Inc. 09/28/21 1911 116th Avenue NE Bellevue, WA 98004 DR Horton Plan N070 Sub -diaphragms - Front/Rear Zone 1 Zone 2 Zone 3 Roof 24 ft 0 ft 0 ft Upper 24 ft 0 ft 0 ft Force Distribution to Walls - Front/Rear Roof Plate Level Sum of Walls Grid 1 17.5 16.5 L vs %Vs Grid 2 16.5 6 16 Grid 2 Grid 3 1.00 Grid 3 0 0 0.00 1.00 Grid 4 0 0 0.00 1.00 Grid 5 0 0 0.00 Grid 5 •w•••• •• • Trib. Vs Vw Wall Sum v Grid 1 12.0 1487 885 34 44 plf Grid 2 12.0 1487 885 38.5 39 plf Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 24 2975 1771 • Redundancy Check 32021 1 ASCE7-16.xls Job 32021.1 Page L10 Zone 4 0 ft 0 ft Total 34 38.5 0 0 0 Uplift OK OK Longest wall with H/L > 1.0 L vs %Vs rho Grid 1 0 0 0.00 1.00 Grid 2 6 232 0.08 1.00 Grid 3 0 0 0.00 1.00 Grid 4 0 0 0.00 1.00 Grid 5 0 0 0.00 1.00 32021 1 ASCE7-16.xls Job 32021.1 Page L10 Zone 4 0 ft 0 ft Total 34 38.5 0 0 0 Uplift OK OK a•.•r• ••••• •••• 0000• w +••• a • • • sees** •••• . • •w•••• •• • • ••ewrw • 60 0 9000 00 .0 .0 ••+• • • w be • •• a • ••a••� • • • •••a as •• • • w • • • •w•• a •• Voelker Engineering, Inc. 09/28/21 Job 1911 116th Avenue NE Page Bellevue, WA 98004 DR Horton Plan N070 Force Distribution to Walls - Front/Rear Upper Floor Plate Level Sum of Walls Grid 1 13 7.5 5 16 Grid 2 13.5 33 Grid 3 Grid 4 Grid 5 Redundancy Check Trib. Vs Vw Wall Sum v Grid 1 12.0 1939 2382 41.5 57 plf OK Grid 2 12.0 1939 2382 46.5 51 plf OK Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 24 3877 4764 ••+••• Redundancy Check rho 1.00 1.00 1.00 1.00 1.00 32021.1 ASCE7-16.xis 32021.1 L11 Total 41.5 46.5 0 0 0 Longest wall with H/L > 1.0 L vs %Vs Grid 1 7.5 350 0.09 Grid 2 0 0 0.00 Grid 3 0 0 0.00 Grid 4 0 0 0.00 Grid 5 0 0 0.00 rho 1.00 1.00 1.00 1.00 1.00 32021.1 ASCE7-16.xis 32021.1 L11 Total 41.5 46.5 0 0 0 • ••+••• to • • • •• M • • • s � !• • • ••••,.. • a • •i•• •• •w •..••r• w• • • r • • • •••• Voelker Engineering, Inc. 09/28/21 Job 32021.1 1911 116th Avenue NE Page L12 Bellevue, WA 98004 DR Horton Plan N070 Sub -diaphragms - Left/Right Zone A Zone B Roof 50 ft 0 ft Upper 50 ft 0 ft Force Distribution to Walls - Left/Rialit Sum of Walls Grid A 14 Grid B 5 5 Grid C Grid D Grid E Zone C 0 ft 0 ft Roof Plate Level Zone D 0 ft 0 ft Redundancy Check Trib. Vs Vw Wall Sum V Grid A 25.0 1487 3418 14 244 plf P6 Grid B 25.0 1487 3418 10 342 plf P4 Grid C 0.0 0 0 0 Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 50 2975 6836 Redundancy Check rho 1.00 1.00 1.00 1.00 1.00 32021 1 ASCE7-16.xis Total 14 10 0 0 0 _ Uplift 1953 2735 Longest wall with H/L > 1.0 L vs %Vs Grid A 0 0 0.00 Grid B 5 744 0.25 Grid C 0 0 0.00 Grid D 0 0 0.00 Grid E 0 0 0.00 rho 1.00 1.00 1.00 1.00 1.00 32021 1 ASCE7-16.xis Total 14 10 0 0 0 _ Uplift 1953 2735 • • • •Y • • • •• •Y • • • 0000 Voelker Engineering, Inc. 1911 116th Avenue NE Bellevue, WA 98004 DR Horton Plan N070 Force Distribution to Walls - Left/Ri«ht m of Walls Gri 4.2 3.2 Grid 9.5 4 Grid C Grid D Grid E 09/28/21 Vs Vw Wall Sum Grid A 14.0\ 1751 5332 Grid B 34.0 \-127 8066 Grid C 0.0 0 Grid D 0.0 0 0 Job Page Upper Floor Plate Level V 7.4 721 plf P2 NDS 4.3 P4 13.5 598 plf P3 NDS 4.3 P6 0 0 SEE RIGID DIAPHRAGM ANALYSIS 32021.1 L13 Total 7.4 13.5 0 0 0 Uplift 32021.1 ASCE7-16.xls 5378 Grid E 0.0 0 • Totals 48 3877 1 Redundancy Check Longest wall with H/L > 1.( L vs %' Grid A 4.2 994 0.1 Grid B 4 630 0.' Grid C 0 0 0.( Grid D 0 0 0.( Grid E 0 0 0.( Job Page Upper Floor Plate Level V 7.4 721 plf P2 NDS 4.3 P4 13.5 598 plf P3 NDS 4.3 P6 0 0 SEE RIGID DIAPHRAGM ANALYSIS 32021.1 L13 Total 7.4 13.5 0 0 0 Uplift 32021.1 ASCE7-16.xls 5378 ...... ..... • • • •••••• •••• •• •• •••••• Voelker Engineering 09/28/21 Job # 32021.1 1911 116th Avenue NE Sheet L14 Bellevue, WA 98004 Rigid diaphragm analysis NDS, Ver. 4.2 Vs = 3877 (lb) CM = 25 ft Ht = 9 ft Vw = 13398 (lb) Bldg. X 24 ft 5% Ecc= 2.5 ft Bldg. Y 50 ft Adj.CM= 22.5 ft Walls K Y KY dy Kdy2 Vs Vw Grid Ib/in ft A 6834 50 3.42E+05 -28.18 5.43E+06 575 1987 B 31555 20 6.31 E+05 1.82 1.04E+05 2749 9501 C 6200 0 0.00E+00 21.82 2.95E+06 553 1909 44589 9.73E+05 8.48E+06 3877 13398 Y = 21.82 ft Walls K X KY dx Kdx2 Vs Vw Grid Ib/in ft 1 54795 0 0.00E+00 13.82 1.05E+07 75 260 2 74399 24 1.79E+06 -10.18 7.71E+06 -75 -260 129193 1.79E+06 1.82E+07 X= 13.82 ft K total 173782 J = 2.67E+07 M = 2647 Ib -ft AX x M = 2647 Ib -ft Sesimic Drift Analysis Grid o A 0.48 in B 0.49 in C 1.70 in Ave A&C 1.09 C/Ave 0.44 < 1.2 Diaphragm is not Torsionally Irregular Ax = 1.00 0000.. 0000 0000 0000 0000.. Max Diaphragm Deflection = 0.06 2 x Drift at Grid C = 3.41 Rigid Diaphragm Analysis OKE;; 0000.. 0000 Allowable Drift 2.2 in .02 x Height Max Drift 1.70 in OK 0000.. s •w 0000• 0000. 0000.. 0000.. 0000.. 00 00 0000 0 0000 0.000: 0000 Voelker Engineering 09/28/21 Job # 32021.1 1911 116th Avenue NE Sheet L15 Bellevue, WA 98004 Rigid shearwall deflection analysis - Grid A Vs= 575 (lb) Gvtv = 83,500 (Ib/in) HF Lumber DL Uplift Vw= 1987 (lb) E= 1,300,000 (psi) 7/16" OSB 8d common H= 9 ft Ib 1 0.61 352 84 Wall h b Nail End A Ga en Plywood 70 ft ft Spacing Post in^2 kips/in in Both Sides 1 9 4.20 4 2-2x6 16.5 25.10 0.018 N 2 9 3.20 4 2-2x6 16.5 25.10 0.018 N 3 9 0.00 6 2-2x6 16.5 17.56 0.020 N 4 9 0.00 6 2-2x6 16.5 17.56 0.020 N 5 9 0.00 6 2-2x6 16.5 17.56 0.020 N 6 9 0.00 6 2-2x6 16.5 17.56 0.020 N Total ; '.. • 7.40 Drift = 0.09 in Allow Drift= Seismic K Vs vs Aspect Ratio Adj. v Required DL Uplift Holdown Wall Wall Ib plf Factor plf Shearwall Ib Ib Ib 1 0.61 352 84 0.98 85 P6 500 326 HDU5 2 0.39 223 70 0.90 78 P6 0 709 HDU5 3 0.00 0 0 1.00 0 0 0 HDU5 4 0.00 0 0 1.00 0 0 0 HDU5 5 0.00 0 0 1.00 0 0 0.00 HDU5 6 0.00 0 0 1.00 0 0 6 HDU5 Total 1.00 575 0 00 • HD�6•• Total 1.00 1987 Drift = Adj. Drift = 0.48 in Strength Level ; '.. • • • • • Drift = 0.09 in Allow Drift= 2.16 in (.02h) OK •••••• •• Cd = 4 Drift Ratio = 0.22 Wind K Vw vw Aspect Ratio Adj. v Required DL Uplift Wall Ib plf Factor plf Shearwall Ib Ib 1 0.61 1216 290 0.98 295 P6 500 .23543 HDU5 2 0.39 771 241 0.90 268 P6 so* * 0000.. 2449 0000. HDO • 3 0.00 0 0 1.00 0 000 •' •0000• •ees HDUE-•• 4 0.00 0 0 1.00 0 :•0•'• HD65' 5 0.00 0 0 1.00 0 0 ;•�•;• HUO$:: 6 0.00 0 0 1.00 0 00 • HD�6•• Total 1.00 1987 Drift = 0.30 in ' • ; '.. • • • • • •••••• •• 0000 • . • 0000 Voelker Engineering 09/28/21 Job # 32021.1 1911 116th Avenue NE Sheet L16 Bellevue, WA 98004 Rigid shearwall deflection analysis - Grid B Vs= 2749 (lb) Gvtv = 83,500 (Ib/in) HF Lumber Vw= 9501 (lb) E= 1,300,000 (psi) 7/16" OSB 8d common H= 9 ft Wall h b Nail End A Ga en Plywood ft ft Spacing Post in^2 kips/in in Both Sides 1 9 5.40 2 2-2x6 16.5 45.43 0.011 N 2 9 9.50 2 2-2x6 16.5 45.43 0.011 N 3 9 0.00 6 2-2x6 16.5 17.56 0.020 N 4 9 0.00 6 2-2x6 16.5 17.56 0.020 N 5 9 0.00 6 2-2x6 16.5 17.56 0.020 N 6 9 0.00 6 2-2x6 16.5 17.56 0.020 N Total 14.90 Seismic K Vs vs Aspect Ratio Adj. v Required DL Uplift Holdown Wall Ib plf Factor plf Shearwall Ib Ib 1 0.24 672 124 1.00 124 P6 0 1201 HDU5 2 0.76 2078 219 1.00 219 P6 0 2047 HDU8 DF 3 0.00 0 0 1.00 0 0 HDU5 4 0.00 0 0 1.00 0 0 HDU5 5 0.00 0 0 1.00 0 0 HDU5 6 0.00 0 0 1.00 0 0 HDU5 Total 1.00 2749 Adj. Drift = 0.49 in Strength Level Drift = 0.09 in Allow Drift= 2.16 in (.02h) OK Cd = 4 Drift Ratio = 0.23 Wind K Vw vw Aspect Ratio Adj. v Required DL Uplift Wall Ib plf Factor plf Shearwall Ib . Ib . 1 0.24 2321 430 1.00 430 P4 •Q ...... 4 149 ..... H Q�$, . • 2 0.76 7180 756 1.00 756 P2 • 90 H Dks DF 3 0.00 0 0 1.00 0 :•0'•• HDU5' 4 0.00 0 0 1.00 0 0 ;�••;• HaUS.;: 5 0.00 0 0 1.00 0 .0 . HDL5.. - 6 0.00 0 0 1.00 0 �•0� ; •..' HIM6 Total 1.00 9501 Drift = 0.30 in • • • •' . . • ...... .. . .... 00 .. ...... Voelker Engineering 09/28/21 1911 116th Avenue NE Bellevue, WA 98004 Rigid shearwall deflection analysis - Grid C Job # 32021.1 Sheet L17 Vs= 553 (lb) Gvtv = 83,500 (Ib/in) HF Lumber DL Uplift Vw= 1909 (lb) E = 1,300,000 (psi) 7/16" OSB 8d common H= 9 ft Ib 1 0.50 276 138 Wall h b Nail End A Ga en Plywood 138 ft ft Spacing Post in^2 kips/in in Both Sides 1 8 2.00 2 2-2x6 16.5 45.43 0.011 N 2 8 2.00 2 2-2x6 16.5 45.43 0.011 N 3 9 0.00 6 2-2x6 16.5 17.56 0.020 N 4 9 0.00 6 2-2x6 16.5 17.56 0.020 N 5 9 0.00 6 2-2x6 16.5 17.56 0.020 N 6 9 0.00 6 2-2x6 16.5 17.56 0.020 N Total '0 4.00 Drift = 0.30 in 1909 Allow Drift= Seismic Wind K Vs vs Aspect Ratio Adj. v Required DL Uplift Holdown Wall Wall Ib plf Factor plf Shearwall Ib Ib Ib 1 0.50 276 138 0.75 184 P6 0 1179 STHD14 2 0.50 276 138 0.75 184 P6 0 1179 STHD14 3 0.00 0 0 1.00 0 0 0 HDU5 4 0.00 0 0 1.00 0 0 0 HDU5 5 0.00 0 0 1.00 0 0 HDU5 6 0.00 0 0 1.00 0 0 5 HDU5 Total 1.00 553 0 0.000 HDk46••- 6 0.00 0 0 1.00 Adj. Drift = 1.70 in Strength Level '0 Drift = 0.30 in 1909 Allow Drift= 2.16 in (.02h) OK ...... of. Cd = 4 Drift Ratio = 0.79 ...... Wind K Vw vw Aspect Ratio Adj. v Required DL Uplift Wall Ib plf Factor plf Shearwall Ib . Ib . 1 0.50 955 477 0.75 636 P3 .0.. 4 .073.... ST.H.©...l:r 2 0.50 955 477 0.75 636 P3 • 00 • • 4D�.3. • STi4l�0l# 3 0.00 0 0 1.00 0 :'d"' HDU5" 4 0.00 0 0 1.00 0 • 0 ;•••;• HDU5.. 5 0.00 0 0 1.00 0 0.000 HDk46••- 6 0.00 0 0 1.00 0 '0 Total 1.00 1909 Drift = 1.05 in ...... of. .... • ...... .. .. . .... .... .. . ...... Voelker Engineering 09/28/21 Job # 32021.1 1911 116th Avenue NE Sheet L18 Bellevue, WA 98004 Rigid shearwall deflection analysis - Grid 1 Vs= 75 (lb) Gvtv = 83,500 (Ib/in) HF Lumber Required DL Vw= 260 (lb) E= 1,300,000 (psi) 7/16" OSB 8d common H= 9 ft Ib Ib 1 0.33 Wall h b Nail End A Ga en Plywood 2 ft ft Spacing Post in"2 kips/in in Both Sides 1 9 13.00 6 2-2x6 16.5 17.56 0.020 N 2 9 7.50 6 2-2x6 16.5 17.56 0.020 N 3 9 5.00 6 2-2x6 16.5 17.56 0.020 N 4 9 16.00 6 2-2x6 16.5 17.56 0.020 N 5 9 0.00 6 2-2x6 16.5 17.56 0.020 N 6 9 0.00 6 2-2x6 16.5 17.56 0.020 N Total 41.50 Seismic K Vs vs Aspect Ratio Adj. v Required DL Uplift Holdown Wall Ib plf Factor plf Shearwall Ib Ib 1 0.33 25 2 1.00 2 P6 0 18 HDU5 2 0.16 12 2 1.00 2 P6 0 15 HDU5 3 0.09 7 1 1.00 1 0 13 HDU5 4 0.43 32 2 1.00 2 P6 0 19 HDU5 5 0.00 0 0 1.00 0 0 HDU5 6 0.00 0 0 1.00 0 0 : '..' HDU5 Total 1.00 75 Drift = 0.00 in 0 � � .00 e � � e Adj. Drift = 0.01 in Strength Level . . . sage Drift = 0.00 in Allow Drift= 2.16 in (.02h) OK .0608. Cd = 4 Drift Ratio = 0.00 0 . e 0000 Wind K Vw vw Aspect Ratio Adj. v Required DL Uplift Wall Ib plf Factor plf Shearwall Ib a Ib a 1 0.33 85 7 1.00 7 P6 e0e e ..sees • 61 sees. HDWS..' 2 0.16 41 5 1.00 5 P6 �•0 •� •,5,1„• HDUV-•; 3 0.09 22 4 1.00 4 :000*' 44 HDU5' 4 0.43 111 7 1.00 7 P6 0 0 ;P.4.;• HDU*5„: 5 0.00 0 0 1.00 0 000*0 H D6J& e e 6 0.00 0 0 1.00 0 '0 : '..' HQI'J5' Total 1.00 260 Drift = 0.00 in 0 � � .00 e � � e so:**: . . . sage 80 00 .0608. 0 . e 0000 Voelker Engineering 09/28/21 1911 116th Avenue NE Bellevue, WA 98004 Rigid shearwall deflection analysis - Grid 2 Job # 32021.1 Sheet L19 Vs= 75 (lb) Gvtv = 83,500 (Ib/in) HF Lumber DL Uplift Vw= 260 (lb) E = 1,300,000 (psi) 7/16" OSB 8d common H= 9 ft 1 0.25 19 1 Wall h b Nail End A Ga en Plywood 2 ft ft Spacing Post in^2 kips/in in Both Sides 1 9 13.50 6 2-2x6 16.5 17.56 0.020 N 2 9 33.00 6 2-2x6 16.5 17.56 0.020 N 3 9 0.00 6 2-2x6 16.5 17.56 0.020 N 4 9 0.00 6 2-2x6 16.5 17.56 0.020 N 5 9 0.00 6 2-2x6 16.5 17.56 0.020 N 6 9 0.00 6 2-2x6 16.5 17.56 0.020 N Total •0•0* • . 46.50 Drift = 0.00 in Allow Drift= Seismic K Vs vs Aspect Ratio Adj. v Required DL Uplift Holdown Wall Ib plf Factor plf Shearwall Ib Ib 1 0.25 19 1 1.00 1 0 13 HDU5 2 0.75 56 2 1.00 2 0 15 HDU5 3 0.00 0 0 1.00 0 0 HDU5 4 0.00 0 0 1.00 0 0 ; HDU5 5 0.00 0 0 1.00 0 0 •, •; • HDU5 6 0.00 0 0 1.00 0 0 HDU5 Total 1.00 75 0 1.00 0 '0 : ' ..' H D CJS •' Total 1.00 260 Adj. Drift = 0.01 in Strength Level •0•0* • . Drift = 0.00 in Allow Drift= 2.16 in (.02h) OK ...... .. . Cd = 4 Drift Ratio = 0.00 .... Wind K Vw vw Aspect Ratio Adj. v Required DL Uplift Wall Ib plf Factor plf Shearwall Ib • Ib • 1 0.25 66 5 1.00 5 .0.0 ...... •45 ..... HDUS••• 2 0.75 194 6 1.00 6 P6 '10 •• • ';;• HDW6,••; 3 0.00 0 0 1.00 0 :00"' HDU5 " 4 0.00 0 0 1.00 0 • 0 ; HDU5' •, •; • 5 0.00 0 0 1.00 0 •0 HD6W)-••• 6 0.00 0 0 1.00 0 '0 : ' ..' H D CJS •' Total 1.00 260 Drift = 0.00 in •0•0* • . •••' ...... .. . .... .... ...... Voelker Engineering 09/28/21 1911 116th Avenue NE Bellevue, WA 98004 Rigid shearwall deflection analysis - Diaphragm Job # 32021.1 Sheet L20 V = 2000 Ib G= 90,000 psi V= 83 plf E= 1,400,000 psi A= 16.5 int Diaphragm Blocked? Y/N N Ga= 8.4 kips/in Case 1 = Y, Other Cases N N Cantilever or Simple Span? C Diaphragm Width 24 (ft) Diaphragm Length 20 (ft) Horz. Plywood 0.75 (in) Edge Nail Spacing 6 Hoc Allow = 200 plf > 83 OK Chord nail diameter 0.131 (in) # of splice nails 12 Splice location 10 (ft) # of splices 1 Diaphragm Deflection 0.004 0.050 0.006 = 0.059 in ...... ..... • . . . . ...... • ••••1• •• • •••••• •••• ••••• • • • •••• JOB Voelker Engineering, Inc. SHEETNO. 1911 116th Avenue NE F S, Ao. z_0 Bellevue, Washington. 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE ..... . ..... ...... . ........... ... . ........ ....... .. . A Ve. e J . ...... Lot- .. ; . . ........... ........ . ......... . ............. .... . ....... ---------- . ...... . ........... .... ... . . . . . .............. ............. . ..... ....... ....... .... ..... ----------- � ....... .... . . ...... ... .......... . ............ ... ... ------- ....... .. .......... ------ ---- ............. ... ......... ....-- ------------ --------- .............i._..........°_._ ._.__....i_................ .. . .......... L __.....'._.....:.._i.............. °_..._._- ---------- . .... . .. .......... . ....... ....... ... ...... . ....... ........... .......... .... ...... ..... ...... . . . . . . . . ............ ...... ............ ... . ........ ---------- ------- --- ... . ....... ------------ . .... ---------- .... ....... . ... ......... .................................. - ---------- ............ .............. ..... ----------- ........ .. . ........ ... . ...... .... .. .. ............ ....... . ....... . - --------- . ........ . .. ......... ............. j :___�. ..... ... ..... .... ....... ............. ......... ............... . .... ....... ...... ..... ..... . .... . ..... . ........... ..... ..... - -------------------- ........... 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I! ............. S S S S ....... . . . . ..... ......... . ...... ....... . .... .... ........ .. . .......... . ........ APA PORTAL FRAME ---- W-0-1.6 - - - ------ - ----- ----- ------------ ALLOW Vs 1582 > 553 - - -- - ---- - ----------- ...._........................._t------- --'------------ ....^'...•.._ --- ------- ..... . ..... ALLOW Vw 2214 > 1909 l• ot ....... ...... ........ ..... . . ............. ............. .............. ............. ...... ........ ..... . ............ ............ ... ....... ..... - ----- ------ ...... . ........... ........... .............. . . ....... --------- 0 .. ........ ............... ........ ............. ........... 00 00 ... ......... . . ......... ........ . ... ............ --------- .......... ....... .......... ........... - --------- ----- .... ....... ..... ...... . . . ........... , -.! I .......... ... . ......... .. ....... ....... . ........ ....... ........... ... ....... .......... ...... . ...... .........-€......._....1........__.._.............-' 00 . .. . ...... ....... . ...... L�A . ...... i ..... . ...... ........... ............ .. ...... ...... ............. ........... . ........... .... ------- --- --- -------------- .......... ............. .......... . ...... . .. ? .. . ................ - ----------- ------ --------- --- ----------- ...... . . .. ............ ............... . ... . .. . .......... .... . ... . . ............. ............. ... ......... ... . ........ . ......... I + .............. ............ ............ ...... .. . . ..... - ----- - ------------- - ----- ----- - ---- ....... ...... ....... . .......... ---------- - ------- 71 ------- ------------- _4 .......... Voelker Engineering, Inc. 03/21/20 Job # 32021 Simple span beams 0000 Sheet R1 Garage door 0000 3 1/2x12 GLB . 0 00.00. Length = 16.50 ft Width = 3.500 in LL/TL = 0.63 Load = 200 plf Depth = 12.000 in 0 0 0 0•. LL DUR. = 1.15 Pt load = 0 Ib E = 1800 ksi Rep = 1.00 R= 1650 Ib V @ d = 1450 Ib 0• 0 . 0 .. . . . . .. .. M= 6806 Ib -ft 000000 fb = 972 psi < OK 2760 TL Defl. = 0.44 in L/ 454 fv = 52 psi < OK 276 LL Defl. = 0.23 in L/ 855 . 00 00 00 Support 1.2 in .. 0 Typ. Header . 4x6 DF#2 Length = 3.25 ft Width = 3.500 in LL/TL = 0.63 Load = 920 plf Depth = 5.500 in LL DUR. = 1.15 Pt load = 0 Ib E = 1600 ksi Rep= 1.00 R= 14951b V @ d = 10731b M= 1215 Ib -ft fb = 826 psi < OK 1346 TL Defl. = 0.04 in L/ 1,106 fv = 84 psi < OK 207 LL Defl. = 0.02 in L/ 2,081 Support 1.1 in Rear header 4x10 DF#2 Length = 6.25 ft Width = 3.500 in LL/TL = 0.63 Load = 940 plf Depth = 9.250 in LL DUR. = 1.15 Pt load = 0 Ib E = 1600 ksi Rep= 1.00 R= 29381b V @ d = 22131b M= 4590 Ib -ft fb = 1104 psi < OK 1242 TL Defl. = 0.10 in L/ 724 fv = 103 psi < OK 207 LL Defl. = 0.06 in L/ 1,362 Support 2.1 in 0000.. 0000. 0000 0000. 0000 . . . 0 00.00. 0000 000000 .. 0 0 0 0 0•. 000 0000.. 0 0 0 000000 0 . 0• 0 . 0 .. . . . . .. .. 0 00 000000 0000 0 0 00 0 .. 0. 00000 000000 . . 0 0 . 00 00 00 00000. .. 0 . 0000 BeamChek v2096 licensed to: Voelker Engineering Reg # 8999-9879 Date: 4/16/20 Selection 5-1/8x 16-1/2 GLB 24F -V4 DF/DF Uniform Load A Lu = 0.0 Ft Conditions NDS 2012 0000 0000. r Min Bearing Area R1= 9.5 int R2= 9.5 int (1.5) DL Defl= 0.22 in Recom Camber= 0.33 in Data Beam Span 20.0 ft Reaction 1 LL 4800 # Reaction 2 LL 4800 # .. Beam Wt per ft 20.55 # Reaction 1 TL 6205 # Reaction 2 TL 6205 # Bm Wt Included 411 # Maximum V 6205 # :00: Max Moment 31027'# Max V (Reduced) 5352 # . . TL Max Defl L/240 TL Actual Defl 1-1334 • • • • LL Max Defl L / 360 LL Actual Defl L/480 Attributes Section (in 3) Shear (in Z) TL Defl (in) LL Defl Actual 232.55 84.56 0.72 0.50 Critical 159.38 33.45 1.00 0.67 Status OK OK OK OK Ratio 69% 40% 72% 75% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values Reference Values 2400 240 1.8 650 1 Adjusted Values 2336 240 1.8 650 Adjustments Cv Volume 0.973 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft _ Loads Uniform LL: 480 Uniform TL: 600 =A ...... • • • Uniform Load A . 0000 0000. r 0000 . . . . 000000 0 0000.. 0000 .. R1 = 6205 R2 = 6205 • • • • • •• :00: SPAN = 20 FT •00000 .. . . ..... . Uniform and uniform loads are lbs lineal ft. • • • • partial per .. . . . . .. .. 0000.. 0000 .00.0. • • • 0000 • • • .... Voelker Engineering, Inc. 03/21/20 Job # 32021 Simple span beams Sheet UF2 Joists 3.25 ft Width = Length = 15.50 ft Width = Load = 67 plf Depth = Pt load = 0 Ib E = R= 517 lb V @ d = fb = 1077 psi < OK M= fb = 759 psi < OK 978 fv = 40 psi < OK 173 Side headers Length = 3.25 ft Width = Load = 1200 plf Depth = Pt load = 0 Ib E _ R= 1950 Ib V @ d = R= 2900 Ib M= fb = 1077 psi < OK 1346 fv = 109 psi < OK 207 Rear Slider Length = 6.25 ft Width = Load = 900 plf Depth = Pt load = 0 Ib E _ R= 2813 lb V @ d = R= 2900 Ib M= fb = 1057 psi < OK 1080 fv = 98 psi < OK 180 Side porch GLIB 1.500 in Length = 10.00 ft Width = Load = 580 plf Depth = Pt load = 0 Ib E _ R= 2900 Ib V @ d = 1800 ksi M= fb = 1172 psi < OK 2760 fv = 75 psi < OK 276 2x12 HF#2 (a 16" o.c. GLIB 1.500 in LL/TL = 0.80 11.250 in LL DUR. = 1.00 1300 ksi Rep = 1.15 454 Ib DUR. = 1.15 2002 Ib -ft 1800 ksi TL Defl. = 0.41 in L/ 452 LL Defl. = 0.30 in L/ 621 Support 0.9 in 7250 lb -ft 4x6 DF#2 3.500 in LL/TL = 0.63 5.500 in LL DUR. = 1.15 1600 ksi Rep= 1.00 1400 Ib 1584 Ib -ft TL Defl. = 0.05 in L/ 848 LL Defl. = 0.02 in L/ 1,596 Support 1.4 in 4x10 DF#2 3.500 in LL/TL = 0.80 9.250 in LL DUR. = 1.00 1600 ksi Rep= 1.00 2119 Ib 4395 Ib -ft TL Defl. = 0.09 in L/ 815 LL Defl. = 0.07 in L/ 1,121 Support 2.0 in 51/2x9 GLIB 5.500 in LL/TL = 0.63 9.000 in LL DUR. = 1.15 1800 ksi Rep = 1.00 2465 lb' ...... ..... 7250 lb -ft ' * • TL Defl. = 0.26 in U • •• 467••e*e• •••••• LL Defl. = 0.14 in L�••••• 878 �••• *••� Support 1.3 in ••;••; 00 e e .. . e . s . . . .. .. e ss Osseo* sees so ...... ee e . . . ee ...o .. .. e .. e Soso% UF3 BeamChek v2014 licensed to: Voelker Engineering Reg # 8111-1879 Date: 3/21/20 Selection 5-1/8x 19-1/2 GLB 24F -V4 DF/DF Lu = 0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 11.8 int R2= 21.5 int (1.5) DL DO= 0.28 in Recom Camber= 0.42 in Data Beam Span 18.5 ft Reaction 1 LL 5186 # Reaction 2 LL 9164 # Beam Wt per ft 24.28 # Reaction 1 TL 7674 # Reaction 2 TL 13990 # 13990 # 11562 # L / 346 L/612 LL Defl 0.36 0.62 OK 59% E fpsi x mil.) 1.8 1.8 Adjustments Bm Wt Included 449 # Maximum V Max Moment 51486'# Max V (Reduced) :��•�� TL Max Defl L / 240 TL Actual Defl LL Max Defl L/360 LL Actual Defl Attributes Section (in 3) Shear (int) TL Defl (in) Actual 324.80 99.94 0.64 Critical 232.03 62.84 0.93 Status OK OK OK Ratio 71% 63% 69% R2 = 13990 Fb psi • Fv ( si Values Reference Values 2400 240 Adjusted Values 2663 276 13990 # 11562 # L / 346 L/612 LL Defl 0.36 0.62 OK 59% E fpsi x mil.) 1.8 1.8 Adjustments Cv Volume 0.965 Cd Duration 1.15 1.15 :��•�� Cr Repetitive 1.00 Uniform Load A Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 Pt loads: Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Fc � psi) 650 Loads Uniform LL: 400 Uniform TL: 550 =A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 4050 B = 6440 13.5 580 H = 920 13.5 18.5 H :��•�� •�:��. Uniform Load A Pt loads: © �• .� ••�•�• •••.•• R1 = 7674 R2 = 13990 • • • • • • SPAN =18.5 FT . Uniform and uniform loads are lbs lineal ft. • • • partial per .. . . . . .. .. ...... .... .. ...... . . . .... .. .. ...... so BeamChek v2016 licensed to: Voelker Engineering Reg # 8111-9879 N070 3Car garage - A/D Selection Conditions Data Attributes Actual Critical Status Ratio Values Ad iustments 5-1/8x 18 GLIB 24F -V4 DF/DF NDS 2012 Date: 11/04/20 Lu = 0.0 Ft Min Bearing Area R1= 13.0 int R2= 9.4 int (1.5) DL Defl= 0.31 in Recom Camber= 0.46 in i Beam Span 18.0 ft Reaction 1 LL 4744 # Reaction 2 LL 3456 # Beam Wt per ft 22.42 # Reaction 1 TL 8425 # Reaction 2 TL 6134 # Bm Wt Included 404 # Maximum V 8425 # Max Moment 34746'# Max V (Reduced) 8241 # TL Max Defl L/240 TL Actual Defl L/371 LL Max Defl L / 360 LL Actual Defl L/788 Section (in 3) Shear (int) TL Defl (in) LL Defl 276.75 92.25 0.58 0.27 154.91 44.79 0.90 0.60 OK OK OK OK. 56% 49% 65% 46% Fb (psi) Fv (psi) E(psi x mil Fc -L (psi) Reference Values 2400 240 1.8 650 Adjusted Values 2692 276 Cv Volume 0.975 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Loads Point LL Point TL 4000 B =6475 1.00 Le = 0.00 Ft Distance Par Unif LL Par Unif TL 4.0 300 H = 520 1=100 650 1.00 Start End 4.0 18.0 0 4.0 I H .... Pt loads: © • • • R1 =8425 R2 =6134 • SPAN = 18 FT Uniform and partial uniform loads are lbs per lineal ft. • U F4 ...... ..... UF5 BeamChek v2016 licensed to: Voelker Engineering Reg # 8111-1879 N070 Fb (psi) Fv (p: 3Car garage - B/E Date: 11/04/20 Selection 5-1/8x 18 GLB 24F -V4 DF/DF 2692 276 Lu = 0.0 Ft Conditions NDS 2012 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Min Bearing Area R1= 18.4 int R2= 6.5 int (1.5) DL DO= 0.26 in Recom Camber= 0.40 in Data Beam Span 18.0 ft Reaction 1 LL 8167 # Reaction 2 LL 2333 # Beam Wt per ft 22.42 # Reaction 1 TL 11983 # Reaction 2 TL 4211 # • • • • • • Bm Wt Included 404 # Maximum V 11983 # Max Moment 47102'# Max V (Reduced) 11799 # TL Max Defl L/240 TL Actual Defl L/359 Uniform and uniform loads are lbs lineal ft. LL Max Defl L/360 LL Actual Defl L/641 .. . Attributes Section (in 3) Shear (in 2.: TL Defl (in)LL Defl Actual 276.75 92.25 0.60 0.34 .... Critical 210.00 64.13 0.90 0.60 Status OK OK OK OK Ratio 76% 70% 67% 56% ...... Values Adi'ustments _ Fb (psi) Fv (p: Reference Values 2400 240 Adjusted Values 2692 276 Cv Volume 0.975 Cd Duration 1.15 1.15 Cr Repetitive 1.00 •• •• Ch Shear Stress •••w•• N/A Cm Wet Use 1.00 1.00 CI Stability 1.0000 Rb = 0.00 E (psi x mil) Fc 1 1.8 650 1.00 1.00 Le = 0.00 Ft Loads Uniform TL: 100 =A _ Point LL Point TL Distance 10500 B = 13990 4.0 Uniform Load A ••••:• 00*00 . 60:66 Pt loads: © •• •• •••f•• •••w•• RI = 11983 R2 = 4211 • • • • • • SPAN = 18 FT Uniform and uniform loads are lbs lineal ft. •• • • partial per .. . . . . .. .. ...... .... ...... . . . .... .. .. ...... Voelker Engineering, Inc. 03/21/20 Job # 32021 Simple span beams Sheet MF1 Typ beam line Length = 6.25 ft Width = Load = 600 plf Depth = Pt load = 0 Ib E _ R= 1875 Ib V @ d = • . •••• M= fb = 704 psi < OK 1080 fv = 65 psi < OK 180 4x10 DF#2 3.500 in 9.250 in 1600 ksi 1413 Ib 2930 Ib -ft LL/TL = 0.80 LL DUR. = 1.00 Rep= 1.00 TL Defl. = 0.06 in L/ 1,222 LL Defl. = 0.04 in L/ 1,681 Support 1.3 in •••• 00••40 • . •••• 4040•• • • 4040.••• 4040 • • J••••w 4040•••• 4040 • • • 40.40••• • • r •• • • • 4040 r • • • 4040 4040 s 4040 Y • • as • 4040 • • •�•••• • • • 4040•• • • • 4040 so 00 • • • 40.40• Voelker Engineering, Inc. 03/21/20 Job # 32021 Sheet FTG1 Typ beam line Allowable bearing 1500 psf Span = 6.25 ft Load w = 600 pif Load p = 0 Ib 24" dia Round footing Reaction = 3750 Ib Allow P = 4710 Ib Interior post Span = 0.00 ft Load w = 0 pif Load p = 8000 Ib 30x30 Square footing Reaction = 8000 Ib Allow P = 9375 Ib Front porch Span = 8 ft Load w = 775 pif Load p = 0 Ib 30x30 Square footing Reaction = 6200 Ib Allow P = 9375 Ib Garage beam Span = 0 ft Load w = 0 pif Load p = 16500 Ib 42x42 Square footing Reaction = 16500 Ib Allow P = 18375 Ib ♦•+r r ! 0000 0••01 •0000• i i • +•• ••iii• • • 09•+11 0000•• •• Y • • i as • • • • u, • • • 0000•.. • w •• • • r • Y •0 • 0000 of of •r • • • 0• Voelker Engineering, Inc. 10/08/22 Job # PLAN N070 Sheet Stem wall analysis Point Load= 15.00 kip Conc. f 2500 psi Uniform load 0.20 kEf Rebar Fy 60 ksi Footing Input Widthl 15.00 in Allow bearing 1500 psf Thickness 7.00 in Wall Input Width = 6.00 in Depth= 24.00 in Require effective footing length 8.96 ft One-way Shear, (45 degree load distribution assumed) Length of 45 degree distribution= 5.17 ft Vu@ "D" = 4.76 kip vu = Allow Vu= Flexure Mu= 144.4 (k -in) Req'd As= 0.14 (in ^2) (1)#4 OK 38 psi OK 85 psi t0/dZ�ZZ �tX CT( �••• ••�••• PRO�c� ...... ry qC g • • • UPCi • • . • • • �`FS V O�� • • • F5 fsffiflS: 6/254230 9 :`•-•: F,Loo� Jo�S� G.o.>rtly.IL..a'Tco N � Boise Cascade `' Single 9-1/2" BCI® 5000-1.7 DF PASSED A -A BC CALC® Member Report Dry 11 span I No cant. 132 OCS I Repetitive I Glued & nailed November 22, 2020 13:00:14 Build 7364 Job name: SMITH CREEK - PLAN N070 GR File name: PROJECTS TO D0120-002318120-002318.isl Address: Description: Level - MAIN LEVEL City, State, Zip: Specifier: Customer: Designer: FPW Code reports: ESR -1336 Company: DR HORTON 131 04-08-08 Total Horizontal Product Length = 04-08-08 B2 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B1, 2" 236/0 59/0 B2, 3" 244/0 61/0 Load Summary Live Dead Snow wind Roof ocs Live Tay Description Load Type Ref. Start End Loc. 100% 90%" 115% 160% 125% 1 Unf. Lin. (Ib/ft) L 00-00-00 04-08-08 Top 53 13 n1a 2 Unf. Lin. (Ib/ft) L 00-00-00 04-08-08 Top 49 12 n1a Controls Summary Value % Allowable Duration Case Location Pos. Moment 311 ft-Ibs 12.6% 100% 1 02-03-12 End Reaction 295 lbs 29.7% 100% 1 00-00-00 End Shear 274 lbs 18.6% 100% 1 00-02-00 Total Load Deflection L/999 (0.01 ") n1a n1a 1 02-03-12 Live Load Deflection L/999 (0.008") nla n1a 2 02-03-12 Max Defl. 0.01" n1a n1a 1 02-03-12 Span / Depth 5.6 % Allow % Allow Bearing Supports _Dim. (LXW) Value Support Member Material B1 Hanger 2" x 2" 295 lbs 25.9% 29.7% ITS2.06/9.5 B2 Hanger 3" x 2" 306 lbs n1a 28.3% LBV2.06/9.5 L45 Cautions Hanger ITS2.06/9.5 requires (2) 10dx1.5 face nails, (4) 10dx1.5 TF nails, (2) Strong -Grip joist nails. Hanger model LBV2.06/9.5 L45 and seat length were input by the user. Hanger has not been analyzed for adequate capacity. Header for the hanger ITS2.06/9.5 is a Single 2" x 12" SPF Lumber Header for the hanger LBV2.06/9.5 L45 is a Single 2" x 12" SPF Lumber Notes Design meets User specified (L/360) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Calculations assume member is fully braced. Hanger Manufacturer: Simpson Strong -Tie, Inc. BC CALC® analysis is based on IBC 2015. Composite EI value based on 1-1/8" thick OSB sheathing glued and nailed to member Design based on Dry Service Condition. Page 3 of 9 Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness asd accuracy" input ,.gWst be reVewed and verjfip: bWb • qualified eng Rdtto r oth%;%pprop1iate expert to assureits adequac)o, prior to •' % ?one relying on such output as s evidence of sVitability for 2 p$KivhVar application. ;Fhooutput here is"sed on . byilding code -'accepted dq.91%y .. • • prdperties alld gnlysis mgtb{f % Installation of Boise Cascade : engineered wood products must tie in WordancgWith purrent Ir?sfallation •• • Oukle and4appljcpDle buildingeddes. To .. obtain Installation Guide co eslo • • questions,b%se call (80C)232-9188 before inst911atil5A. BC CALC®, BC FRAMER®, AJSTM, ALLJOIST®, BC RIM BOARD-, BCI@ , BOISE GLULAMM, BC FloorValueO , VERSA -LAM®, VERSA -RIM PLUS®, Boise Cascade = Single 9-1/2" BCI® 5000-1.7 DF PASSED J2 -A BC CALCO Member Report Dry 12 spans I No cant. 132 OCS I Repetitive I Glued & nailed November 22, 2020 13:00:14 Build 7364 Job name: SMITH CREEK - PLAN N070 GR File name: PROJECTS TO DO%20-002318120-002318.isl Address: Description: Level - MAIN LEVEL City, State, Zip: Specifier: Customer: Designer: FPW Code reports: ESR -1336 Company: DR HORTON a 1 13►- . 1 1 1: 1� 2 .T Page 4 of 9 11-09-04 11-03-12 1 131 B2 B3 Total Horizontal Product Length = 23-01-00 Reaction Summary (Down / Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live B1, 2" 520/47 118/0 !~ _ B2, 3-1/2" 1125/0 281/0 B3, 2" 382/64 79/0 Load Summary Live Dead Snow Wind Roof ocs Live Tact Description Load Tyne Ref. Start End Loc. 100% 90% 115% 160% 125% 1 Unf. Lin. (Ib/ft) L 00-00-00 23-01-00 Top 53 13 n1a 2 Unf. Lin. (Ib/ft) L 06-03-00 23-01-00 Top 22 6 n1a 3 Trapezoidal (Ib/ft) L 04-08-08 Top 56 14 n1a 06-03-00 25 6 4 Unf. Lin. (Ib/ft) L 00-00-00 04-08-08 Top 53 13 n1a Controls Summary Value %Allowable Duration Case Location Pos. Moment 1464 ft -lbs 59.5% 100% 2 04-08-08 Neg. Moment -1585 ft -lbs 64.4% 100% 1 11-09-04 End Reaction 639 lbs 64.3% 100% 2 00-00-00 Int. Reaction 1406 lbs 67.0% 100% 1 11-09-04 End Shear 617 lbs 41.8% 100% 2 00-02-00 Cont. Shear 723 lbs 49.0% 100% 1 11-07-08 Total Load Deflection L/850 (0.165") 42.4% n1a 2 05-05-12 Live Load Deflection L/1013 (0.138") 47.4% n1a 5 05-05-12 Total Neg. Defl. L/999 (-0.028") n1a n1a 2 15-06-15 Max Defl. 0.165" n1a n1a 2 05-05-12 Span / Depth 14.7 % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material 131 Hanger 2" x 2" 639 lbs 56.0% 64.3% ITS2.06/9.5 : • • • • : • • . B2 Wall/Plate 3-1/2" x 2" 1406 lbs 32.1% 67.0% Douglas Fir • • • • •. . • • • e • • • • ...... B3 Hanger 2" x 2" 461 lbs 40.4% 46.4% . ITS2.06/9.5 ...... • • • • • • • Cautions • • • • • Hanger ITS2.06/9.5 requires (2) 10dx1.5 face nails, (4) 10dxl.5 TF nails, (2) Strong -Grip joist nails. . • .'. so* a •';"; Header for the hanger ITS2.06/9.5 is a Single 2" x 12" SPF Lumber ' as • • ' • Header for the hanger ITS2.06/9.5 is a Single 2" x 12" SPF Lumber • • : 00000 ...... . . . .... ease a "..0 Page 4 of 9 /S► BoliseCascade Single 9-1/2" BCI® 5000-1.7 DF PASSED J2 -A BC CALCO Member Report Dry 12 spans I No cant. 132 OCS I Repetitive I Glued & nailed November 22, 2020 13:00:14 Build 7364 Job name: SMITH CREEK - PLAN N070 GR File name: PROJECTS TO D0120-002318120-002318.isl Address: Description: Level - MAIN LEVEL City, State, Zip: Specifier: Customer: Designer: FPW Code reports: ESR -1336 Company: DR HORTON Notes Design meets User specified (L/360) Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria. Calculations assume member is fully braced. Hanger Manufacturer: Simpson Strong -Tie, Inc. BC CALCO analysis is based on IBC 2015. Composite EI value based on 1-1/8" thick OSB sheathing glued and nailed to member - Design based on Dry Service Condition. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness aril accuracVmt input • . gWst be re0iewed and verfto py s • qualified engiimour or other.apgo�pjiate expert to assure its adequacy`, prior to "'aM?bne relying on such output as • evidence of sgitability for & PJrf1&;ar application. The output here isbased on . byilding code accepted design... • • prdperties 2196OnElysis mlit8 js' Installation of Boise Cascade ....... .... . encyneered wood products rust be in Alcyordance yvith Current Irfsjallation •• •ft1de and4npftcable buildinged%s. To .. obtain Installation Guide or solo • . questions, $feCse sail (80L�23Z-9188 before installati6A. BC CALCO, BC FRAMER@ , AJS-, ALLJOISTO , BC RIM BOARD-, BCIO , BOISE GLULAMTM, BC FloorValue@ , VERSA -LAM@, VERSA -RIM PLUS@) , Page 5 of 9 ®Boise Cascade 9111M Double 9-1/2" BCI® 5000-1.7 DF[ PASSED J3 -A BC CALC® Member Report Dry 12 spans I No cant. 125.27 OCS I Repetitive I Glued & nailed November 22, 2020 13:00:14 Build 7364 Job name: SMITH CREEK - PLAN N070 GR File name: PROJECTS TO D0120-002318120-002318.isl Address: Description: Level - MAIN LEVEL City, State, Zip: Specifier: Customer: Designer: FPW Code reports: ESR -1336 Company: DR HORTON 11-09-04 11-03-12 B1 B2 B3 Total Horizontal Product Length = 23-01-00 Reaction Summary (Down / Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live B1, 2-1/2" 280/33 62/0 B2, 3-1/2" 753/0 188/0 B3, 2-1/2" 271/39 58/0 Load Summary Live Dead Snow Wind Roof OCs Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 Unf. Lin. (Ib/ft) L 00-00-00 23-01-00 Top 42 11 n1a 2 Unf. Lin. (Ib/ft) L 00-00-00 23-01-00 Top 11 3 n1a Controls Summary Value % Allowable Duration Case Location Pos. Moment 827 ft -lbs 16.8% 100% 2 05-01-13 Neg. Moment -1034 ft -lbs 21.0% 100% 1 11-09-04 End Reaction 342 lbs 16.5% 100% 2 00-00-00 Int. Reaction 941 lbs 22.4% 100% 1 11-09-04 End Shear 328 lbs 11.1% 100% 2 00-02-08 Cont. Shear 467 lbs 15.8% 100% 1 11-07-08 Total Load Deflection L/999 (0.056") n1a n1a 2 05-07-05 Live Load Deflection L/999 (0.047") n1a n1a 5 05-09-03 Total Neg. Defl. L/999 (-0.01 ") n1a n1a 2 15-04-02 Max Defl. 0.056" n1a n1a 2 05-07-05 Span / Depth 14.7 % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material Disclosure 131 Hanger 2-1/2" x 4" 342 lbs n1a 16.5% MIT4.12/9.5 Use of the Boise Cascade Software is B2 Wall/Plate 3-1/2" x 4" 941 lbs 10.8% 22.4% Douglas Fir subject to the terms of the End User B3 Hanger 2-1/2" x 4" 329 lbs n1a 15.8% MIT4.12/9.5 License Aireement (EULA). Com.. ptr6iewed jWstbea and vebby jflea Cautions • • gValified eggiML*& or othe6§pjyWiate Hanger model MIT4.12/9.5 was not found. Hanger has not been analyzed for adequate capacity. ; expert to aseore4ts adequacy,prier to • • anyone relying on such output as Header for the hanger MIT4.12/9.5 is a Single 2" x 12" SPF Lumber evidence of syitability for 9 paRielar Header for the hanger MIT4.12/9.5 is a Single 2" x 12" SPF Lumber application. T e output here is4besed on • bbiilding code -accepted design.. • • • pr*erties •afld an4lysis mVthtJr, Notes In•stallation of Bo" Cascade... Design meets User specified (U360) Total load deflection criteria. *0000. . engineered wood products anust be in and0ap i ent McorDesign meets Users specified U480 Live load deflection criteria. g p ( ) • • • "-Ve • t3t�rte and�pQ�c�able building Cdd2s. To icAl ldingli1siaeddb Calculations assume member is fully braced. • • obtain Installation Guide or eek• • Hanger Manufacturer: Simpson Strong -Tie, Inc. questions, jp%se call (808).2324188before insftatit M. BC CALC® analysis is based on IBC 2015 Composite EI value based on 1-1/8" thick OSB sheathing glued and nailed to member. BC CALC®, BC FRAMER®, AJSTM, Design based on Dry Service Condition. ALLJOISTO , BC RIM BOARD-, BCI®, BOISE GLULAMT"', BC FloorValueO , VERSA -LAM®, VERSA -RIM PLUS®, Page 6 of 9 �► Boise cascade - Single 11-7/8" BCI® 5000-1.7 DF PASSED A -A BC CALC® Member Report Dry 11 span I No cant. 123.84 OCS I Repetitive I Glued & nailed November 22, 2020 13:00:14 Build 7364 Job name: SMITH CREEK - PLAN N070 GR File name: PROJECTS TO D000-002318120-002318.is1 Address: Description: Level - UPPER LEVEL City, State, Zip: Specifier: Customer: Designer: FPW Code reports: ESR -1336 Company: DR HORTON _ 1 1 B1 14-03-13 Total Horizontal Product Length = 14-03-13 B2 Reaction Summary (Down / Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live B1, 4-3/8" 550/0 138/0 B2, 4-7/8" 569/0 142/0 Load Summary Live Dead Snow Wind Roof OCs Live Tars Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 Trapezoidal (Ib/ft) L 00-00-00 Top 39 10 n1a 14-03-12 40 10 2 Trapezoidal (Ib/ft) L 00-04-12 Top 40 10 n1a 14-03-13 39 10 Controls Summary Value %Allowable Duration Case Location Pos. Moment 2316 ft -lbs 73.5% 100% 1 07-01-11 End Reaction 712 lbs 49.9% 100% 1 14-03-13 End Shear 671 lbs 41.3% 100% 1 13-10-15 Total Load Deflection L/679 (0.242") 53.0% n1a 1 07-01-11 Live Load Deflection L/848 (0.193") 56.6% n1a 2 07-01-11 Max Defl. 0.242" n1a n1a 1 07-01-11 Span / Depth 13.8 % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material 131 Beam 4-3/8" x 2" 688 lbs 12.0% 48.3% Glulam 24F -V4 B2 Wall/Plate 4-7/8" x 2" 712 lbs 11.7% 49.9% Douglas Fir Disclosure Dotes Use of the Boise Cascade Software is Design meets User specified (L/360) Total load deflection criteria. subject to the terms of the End User License Agreement (EULA). Design meets User specified (L/480) Live load deflection criteria. Completeness eadaccurw#otinput Calculations assume member is fully braced. . • "st be reviewed and veryfig:by'a BC CALC® analysis is based on IBC 2015. •• qualified engA2r'forothevappropjiate Composite EI value based on 7/8" thick OSB sheathing glued and nailed to member. expertprier to +aexpert to assure its adequacy, relying on such output a's Design based on Dry Service Condition. • evidence of syitability for a pJrti&:ar application. Time output here isobesed on . byilding code accepted dgcdgpe.. • • • prdperties alld gnllysis mptjlbaz • Installation of Boise Cascade ... a ... .... . engineered wood products r�nust be in btcordancgyyithFurrent Irls4allation •• •E9uulde andtappljcpble buildingedties. To ..� •main Installation Guide or eek• • questions,bleose Gall (804)234-Q?88 before instAllatibA. BC CALC@, BC FRAMER@ , AJSTM, ALLJOISTO , BC RIM BOARDT"', BCI@ , BOISE GLULAMM, BC FloorValue@ , VERSA -LAM@, VERSA -RIM PLUS@ , Page 7 of 9 Boise Cascade =Y Single 11-7/8" BCI® 5000-1.7 DF !110_1 'PASSED BC CALC® Member Report Dry 11 span I No cant. 124 OCS I Repetitive I Glued & nailed November 22, 2020 13:00:14 Build 7364 Job name: SMITH CREEK - PLAN N070 GR File name: PROJECTS TO D0120-002318120-002318.isl Address: Description: Level - UPPER LEVEL City, State, Zip: Specifier: Customer: Designer: FPW Code reports: ESR -1336 Company: DR HORTON B1 13-01-12 Total Horizontal Product Length = 13-01.12 B2 Reaction Summary (Down / Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live B1, 4-1/4" 533/0 133/0 B2, 2" 518/0 130/0 Load Summary Live Dead Snow Wind Roof OCs Live Tag Description Load Type Ref. Start End Loc. 100% 90%. 115% 160% 125% 1 Unf. Lin. (Ib/ft) L 00-00-00 13-01-12 Top 40 10 n1a 2 Unf. Lin. (Ib/ft) L 00-00-00 13-01-12 Top 40 10 nla Controls Summary Value % Allowable Duration Case Location Pos. Moment 2032 ft -lbs 64.5% 100% 1 06-08-00 End Reaction 648 lbs 60.6% 100% 1 13-01-12 End Shear 631 lbs 38.8% 100% 1 00-04-04 Total Load Deflection L/812 (0.188") 44.3% n1a 1 06-08-00 Live Load Deflection L/1015 (0.151") 47.3% n1a 2 06-08-00 Max Defl. 0.188" n1a n1a 1 06-08-00 Span / Depth 12.9 % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Wall/Plate 4-1/4" x 2" 667 lbs 12.5% 46.8% Douglas Fir B2 Hanger 2" x 2" 648 lbs 54.5% 60.6% IUS2.06/11.88 Cautions Hanger IUS2.06/11.88 requires (10) 10d face nails, (2) Strong -Grip joist nails. Header for the hanger IUS2.06/11.88 is a Single 5-1/2" x 16-1/2" Glulam beam Notes Design meets User specified (L/360) Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria. Calculations assume member is fully braced. Hanger Manufacturer: Simpson Strong -Tie, Inc. BC CALC® analysis is based on IBC 2015. Composite EI value based on 7/8" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Page 8 of 9 Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness orodd accuracy.ot input —.. gWst be reEiewed and veryf j b11 ra • • qualified eggiRdAtp r other.Vprc;pjiate • • • expert to asses* its adequacy, Pier to . a ?one relying on such output as • evidence of sgitability for 2 P Jrf&:ar application. iheoutput here is4ased on • byilding code accepted dw4grw.. • • •' r4erties 1AM8 @mlysis mgtrbori • Installation of Boise Cascade .......... . engineered wood products must be in Mcordancq &ith Current Ir%allation •• 1%?de and-appliVi5le buildingedtles. To . • elrrtain Installation Guide or aal! • • questions,p%,ase call (806)232,9188 before installati5R. BC CALC®, BC FRAMER®, AJSTA4A , ALLJOIST®, BC RIM BOARDTM, BCI®, BOISE GLULAMTM, BC FloorValue®, VERSA -LAM®, VERSA -RIM PLUS®, ®Boise cascade Single 11-7/8" BCI® 5000-1.7 DF PASSED A -A BC CALC® Member Report Dry 11 span I No cant. 124 OCS I Repetitive I Glued & nailed November 22, 2020 13:00:14 Build 7364 Job name: SMITH CREEK - PLAN N070 GR File name: PROJECTS TO D0120-002318120-002318.isl Address: Description: Level - UPPER LEVEL City, State, Zip: Specifier: Customer: Designer: FPW Code reports: ESR -1336 Company: DR HORTON Y 1 i f i i ■ ► r i 1 i 1 w 2 -�► i r i 4 + i • y 131 10-01-00 Total Horizontal Product Length = 10-01-00 B2 Reaction Summary (Down / Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live B1, 2" 376/0 94/0 B2, 5-1/2" 387/0 97/0 Load Summary Live Dead Snow Wind Roof OCs Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 Unf. Lin. (Ib/ft) L 00-00-00 09-09-04 Top 37 9 n1a 2 Unf. Lin. (Ib/ft) L 00-00-00 10-01-00 Top 40 10 n1a Controls Summary Value %Allowable Duration Case Location Pos. Moment 1102 ft -lbs 35.0% 100% 1 04-10-12 End Reaction 470 lbs 43.9% 100% 1 00-00-00 End Shear 454 lbs 27.9% 100% 1 00-02-00 Total Load Deflection L/999 (0.065") n1a n1a 1 04-10-12 Live Load Deflection L/999 (0.052") n1a nla 2 04-10-12 Max Defl. 0.065" n1a n1a 1 04-10-12 Span / Depth 9.7 % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material 131 Hanger 2" x 2" 470 lbs 39.5% 43.9% IUS2.06/11.88 B2 Wall/Plate 5-1/2" x 2" 483 lbs 7.0% 33.9% Douglas Fir Cautions Hanger IUS2.06/11.88 requires (10) 10d face nails, (2) Strong -Grip joist nails. Header for the hanger IUS2.06/11.88 is a Single 3-1/2" x 11-718" Glulam beam Notes Design meets User specified (L/360) Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria. Calculations assume member is fully braced. Hanger Manufacturer: Simpson Strong -Tie, Inc. BC CALC® analysis is based on IBC 2015. Composite EI value based on 7/8" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Page 9 of 9 Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeneepsr*4accuracy eiin ut - . • VWst be reviewed and verifies ilii a ' • gy9lified egjif e'F pr other•Wrgpriate expert to aseure its adequacy, prier to • • alyone relying on such output as • evidence of sgitability for 9 0$M&aar application. TN2output here isbesed on building code accepted design@.. ' •Droslerties AMind2ysis mgtLA0% ` • • lulallation of BOISLh Cascade• • • • . engineered wood products must be in accordancis with current Ins4allation :ftpe and�p%c,;Ble buildinf 8o tss. To • • ebtain Installation Guide of esM • • questions, iase @all (800)1324188 before instAllatiM BC CALCO, BC FRAMER®, AJSTM' ALLJOISTO , BC RIM BOARD-, BCI®, BOISE GLULAMM, BC FloorValue®, VERSA -LAM®, VERSA -RIM PLUS®, 6r� 1BoiseCascade Single 11-718" BCI® 5000-1.7 DF PASSEQ J10 -A BC CALC® Member Report Dry 12 spans I No cant. 124 OCS I Repetitive I Glued & nailed November 22, 2020 13:00:14 Build 7364 Job name: SMITH CREEK - PLAN N070 GR File name: PROJECTS TO DO\20-002318\20-002318.isi Address: Description: Level - UPPER LEVEL City, State, Zip: Specifier: Customer: Designer: FPW Code reports: ESR -1336 Company: DR HORTON 61 13-04-08 B2 % Allow % Allow 10-05-00 B3 Value Support Member Material Total Horizontal Product Length = 23-09-08 592 lbs 11.1% 41.5% Douglas Fir License Agreement (EULA). Wall/Plate 5-1/2" x 2" Reaction Summary (Down / Uplift) (lbs) ComB2 .•y�yistpbe e�ewed and ve9 6*06 �oO�put ��e8 .btt a B3 Wall/Plate 4-1/4" x 2" 322 lbs 6.1% 22.6% Douglas Fir ° • gWalified egOAM or other•gpj),;Wiate Bearing Live Dead Snow Wind Roof Live Notes B1, 4-1/4" 478/23 114/0 Design meets User specified (U360) Total load deflection criteria. application. I -Re output here isftsed on Design meets User specified (U480) Li� - '---' -'-"- -"- --_"--`- ��..,_�.�..�.__�, • Wilding code accepted design.. • ; .�rcfperties%Ad anlysis mgt%% Calculations assume member is full br y B2, 5-1/2" 1022/0 256/0 + engineered wood products must lie in Composite El value based on 7/8" thick d REXME AND RESUDMIT [Q NOT REVIEWED accordanc@yvithCurrent Installation B3, 4-1/4" 275/89 47/0 • :T�uide Installation Gutie buioleaCdt* To • obtain Installation Guide eel! •• the Contract documents. No rer , sibillty � questions,pleese call (80G)211 -0'i88 Load Summary before installatil5A. Live Dead Snow Wind Roof OCs Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 Unf. Lin. (Ib/ft) L 00-00-00 13-01-12 Top 40 10 n\a 2 Unf. Lin. (Ib/ft) L 13-07-04 23-09-08 Top 40 10 n\a 3 Unf. Lin. (Ib/ft) L 14-05-04 23-08-03 Top 17 4 n\a 4 Unf. Lin. (Ib/ft) L 00-00-00 14-03-07 Top 40 10 n\a Controls Summary Value %Allowable Duration Case Location Pos. Moment 1583 ft -lbs 50.2% 100% 2 05-10-14 Neg. Moment -1497 ft -lbs 47.5% 100% 1 13-04-08 End Reaction 592 lbs 41.5% 100% 2 00-00-00 Int. Reaction 1278 lbs 50.6% 100% 1 13-04-08 End Shear 556 lbs 34.2% 100% 2 00-04-04 Cont. Shear 746 lbs 45.9% 100% 1 13-01-12 Total Load Deflection L/1054 (0.149") 34.1% n\a 2 06-04-15 Live Load Deflection L/999 (0.122") n\a n\a 5 06-07-00 Total Neg. Defl. L/999 (-0.025") n\a n\a 2 17-03-09 Max Defl. 0.149" n\a n\a 2 06-04-15 Span / Depth 13.2 details. Any action shown is sW- I to tg"o BC CALC®, BC FRAMER®, AJS-, requirements of the plans and ALLJOISTO , BC RIM BOARD-, BCI®, �j/ I ' 7 BOISE GLULAMT" BC FloorValuea , By Date i Z i INC.VERSA-LAM®, VERSA -RIM PLUS& , d'VF�`1 KE't3 i;l°;G:i!tis><;IiIP<Gi Page 1 of 9 Disclosure % Allow % Allow Use of the Boise Cascade Software is Bearing Supports Dim. (LxW) Value Support Member Material subject to the terms of the End User 131 Wall/Plate 4-1/4" x 2" 592 lbs 11.1% 41.5% Douglas Fir License Agreement (EULA). Wall/Plate 5-1/2" x 2" 1278 lbs 18.6% 50.6% Douglas Fir ComB2 .•y�yistpbe e�ewed and ve9 6*06 �oO�put ��e8 .btt a B3 Wall/Plate 4-1/4" x 2" 322 lbs 6.1% 22.6% Douglas Fir ° • gWalified egOAM or other•gpj),;Wiate expert to assLlreits adequacy,prier to :" atbne relying on such output as Notes to evidence of suitability for 2 a4rfi&jar Design meets User specified (U360) Total load deflection criteria. application. I -Re output here isftsed on Design meets User specified (U480) Li� - '---' -'-"- -"- --_"--`- ��..,_�.�..�.__�, • Wilding code accepted design.. • ; .�rcfperties%Ad anlysis mgt%% Calculations assume member is full br y XNO EXCEPTION TAKEN (] MAKE cORR.rcTIO�B NOTED Installation of Bo%t Cascade • BC CALC® analysis is based on IBC 2( + engineered wood products must lie in Composite El value based on 7/8" thick d REXME AND RESUDMIT [Q NOT REVIEWED accordanc@yvithCurrent Installation Design based on D Service Condition g Dry This review is for ereral com hr!lce with � � • :T�uide Installation Gutie buioleaCdt* To • obtain Installation Guide eel! •• the Contract documents. No rer , sibillty � questions,pleese call (80G)211 -0'i88 iS assumed fol correcti_z!.3 of til, ' ?t2R ar before installatil5A. details. Any action shown is sW- I to tg"o BC CALC®, BC FRAMER®, AJS-, requirements of the plans and ALLJOISTO , BC RIM BOARD-, BCI®, �j/ I ' 7 BOISE GLULAMT" BC FloorValuea , By Date i Z i INC.VERSA-LAM®, VERSA -RIM PLUS& , d'VF�`1 KE't3 i;l°;G:i!tis><;IiIP<Gi Page 1 of 9 ®Boisecascade _ Single 11-7/8" BCI® 5000-1.7 DF PASSED J11 -A BC CALC® Member Report Dry 12 spans I L cant. 124 OCS I Repetitive i Glued & nailed November 22, 2020 13:00:14 Build 7364 Job name: SMITH CREEK - PLAN N070 GR File name: PROJECTS TO D0120-002318120-002318.isi Address: Description: Level - UPPER LEVEL City, State, Zip: Specifier: Customer: Designer: FPW Code reports: ESR -1336 Company: DR HORTON iii 02-01-00 14-01-08 B1 B2 Total Horizontal Product Length = 16-02-08 Reaction Summary (Down / Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live B1, 5-1/2" 73210 18310 B2, 4-1/4" 557/13 136/0 Load Summary Live Dead Snow Wind Roof OCs Live Tag Description _ Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 Unf. Lin. (Ib/ft) L 00-00-00 15-04-01 Top 40 10 n1a 2 Unf. Lin. (Ib/ft) L 00-00-00 16-02-08 Top 40 10 n1a 3 Unf. Lin. (Ib/ft) L 15-04-01 16-02-08 Top 17 4 n1a Controls Summary Value % Allowable Duration Case Location Pos. Moment 2369 ft -lbs 75.2% 100% 3 08-11-14 Neg. Moment -216 ft -lbs 6.9% 100% 1 02-01-00 End Reaction 693 lbs 48.6% 100% 3 16-02-08 Int. Reaction 915 lbs 36.2% 100% 1 02-01-00 End Shear 668 lbs 41.1% 100% 3 15-10-04 Cont. Shear 684 lbs 42.1% 100% 1 02-03-12 Total Load Deflection L/659 (0.252") 54.7% n1a 3 08-11-14 Live Load Deflection L/816 (0.204") 58.9% n1a 6 08-11-14 Total Neg. Defl. 2xL/1998 (-0.102") n1a n1a 3 00-00-00 Max Defl. 0.252" n1a n1a 3 08-11-14 Cant. Max Defl. -0.102" n1a n1a 3 00-00-00 Span / Depth 14.0 %Allow %Allow Disclosure Bearing SupportS Dim. (LxW Value Support Member Material Use of the Boise Cascade Software is B1 Beam 5-1/2" x 2" 915 lbs 12.8% 36.2% Glulam 24F -V4 subject to the terms of the End User B2 Wall/Plate 4-1/4" x 2" 693 lbs 13.0% 48.6% Douglas Fir License Agreement (EULA). CompletermesJob accuraWmCmput ..gipst be rebiewed and very .p6lpy'a Cautions • • q glified eggIRM or other qWp Wiate expert to assareits adequacyiprisr to Design assumes To and 9 P Bottom flanges to be restrained. 9 ;'• afi}�one relying on such output as • evidence of sijitability for IP11181ar Notes application. Who output here isdased on accepted • Wilding code dasig.•r •s Design meets User specified (U360) Total load deflection criteria. •,•�rcjlerties lidgn4ysis m&60F, • Design meets User specified (U480) Live load deflection criteria. •. nstallation of Bot50 Cascad • •.. Cascade... . Design meets arbitrary (1") Cantilever Maximum Total load deflection criteria. • %ccoreered wood products must be in accordancByNith�urrent Insjallation Calculations assume member is fully braced. +•:t4e and�p%IjcpfJIe buildinCeddt?s. To BC CALCO analysis is based on IBC 2015. •• obtain Installation Guide atisk•• questions,pfease &all (808)Qa24188 Composite EI value based on 7/8" thick OSB sheathing glued and nailed to member. before inst'JllatibA. Design based on Dry Service Condition Cantilevers require sheathed bottom flanges, blocking at cantilever support and closure at ends. BC CALC®, BC FRAMER®, AJST-, ALLJOISTO , BC RIM BOARD T., BCI®, BOISE GLULAMTA/, BC FloorValue®, VERSA -LAM®, VERSA -RIM PLUS®, Page 2 of 9 YV M A 19' s -a Rdaa9ar.-b zl_Pbb nN-N hoes wawalsn F07 vassal math h ". 1o,a l--.vra-w -Fl aslade,le,aseelballal t v J3v O `� •• • A Jewla9a ,.- —b l .. •`•. vaGaMmpap �u�Y,_:- DETA'l Nwalry mn-aaimlabsv-Naa- obi galea Mei8evd is"Iaa-•see :. ���.��.-a..-.ra 4P-�-e bgerampvW9�el�.wq @I • • J dr•�••• O • • L • • ` W it 19' Boise Cascade ENGINEERED WOOD PRODUCTS Project 20-002318 Builder's Project SMITH CREEK - PLAN N070 GR Builder DR HORTON 2 Qty Description sets 1 1!8" OSB Depth lFmj i �a+�l swlballS.seni..l . — (F58J '`DN0711JOIg•T-trios-m-a.— .1 IF101 �aln go toe ova ion cenneb. .F27'C JaW as"l -- \ � •e, t 1. t1 . , �� .`,�, t •t� `y I .:.I N112 �Lj i1 II -Ins, Nal .y. wa—L9rleRBelea GLUL-1M91[ CaKlLwtlon V8W 10f aY appFaDpns - 5'ma Ynm e.avebarwd-e a�.. bP ��Nmr 11 Cwtact Boiw EWPEv�paYlgbsperJBc sendtims msel.mu�sxaaemnrn.�u.«vvd�a -euel�psm massa TlO•e lrel .soot eslr 6pKb by R -p. I • Rev sed: Boise Cascade Boise Cascade Company BMD 3]o9NW Lauermuer Roatl 966891005] 5Ff 9 a w' m d._ yc�ad ti m c x c a g'gg� m mfiv`md 1-0-20 0 ,Q gl r O O N _ mrnEn° 3g1m- •Eo16mo-8 spa m D J C N w IS = E d U A C E E a gi 3 o._ u" ccr _m o 21 3 d m"E.o m m�=cy cps m.� gNEmw t N O t N m m�m�a o ca 3c�o� s -a Rdaa9ar.-b zl_Pbb nN-N hoes wawalsn F07 vassal math h ". 1o,a l--.vra-w -Fl aslade,le,aseelballal O `� •• • A Jewla9a ,.- —b l .. •`•. vaGaMmpap �u�Y,_:- DETA'l Nwalry mn-aaimlabsv-Naa- obi galea Mei8evd is"Iaa-•see :. ���.��.-a..-.ra 4P-�-e bgerampvW9�el�.wq ieiibedllbpe Boise Cascade ENGINEERED WOOD PRODUCTS Project 20-002318 Builder's Project SMITH CREEK - PLAN N070 GR Builder DR HORTON 2 Qty Description sets 1 1!8" OSB Depth lFmj i �a+�l swlballS.seni..l . — (F58J '`DN0711JOIg•T-trios-m-a.— .1 IF101 �aln go toe ova ion cenneb. .F27'C JaW as"l -- \ � •e, t 1. t1 . , �� .`,�, t •t� `y I .:.I N112 �Lj i1 II -Ins, Nal .y. wa—L9rleRBelea GLUL-1M91[ CaKlLwtlon V8W 10f aY appFaDpns - 5'ma Ynm e.avebarwd-e a�.. bP ��Nmr 11 Cwtact Boiw EWPEv�paYlgbsperJBc sendtims msel.mu�sxaaemnrn.�u.«vvd�a -euel�psm massa TlO•e lrel .soot eslr 6pKb by R -p. I • Rev sed: Boise Cascade Boise Cascade Company BMD 3]o9NW Lauermuer Roatl 966891005] 5Ff 9 a w' m d._ yc�ad ti m c x c a g'gg� m mfiv`md 1-0-20 0 ,Q gl r O O N _ mrnEn° 3g1m- •Eo16mo-8 spa m D J C N w IS = E d U A C E E a gi 3 o._ u" ccr _m o 21 3 d m"E.o m m�=cy cps m.� gNEmw t N O t N m m�m�a o ca 3c�o� 'ORTANT NOTES • • 'IEW MANUFACTURER'S INSTALI•ITION Q/IDE�ORADDITIOMj* 1 UCTURAL DETAILS WHERE NECES•ASM • ASE VERIFY ALL DIMENSIONS A%P4JfI1WTVW- FOOTINGSARE PER THE DESIGNER'SPIIAa. O.N.O. (SEE OUT) • • BEAMS ARE PER THE DESIGNEI0/•LANRUJE.(SEE 14, 1 • • • CAUTION WHEN GUTTING FOR•LyMBIS30 (VIDE PROPER SUPPORT ATALL SHEAR WALLS. • • • ROOF LOADS ASSUMED TO BEAR ON EXTERIOR WAL-S L Y. NO ROOF FRAMING PLAN PROVIDED ATTIME OF LAYOUT ONAL MEN FRAMING PER M BY OTHERS BED) INDICATES O 1 SI I VICOR OR EQUAL BARRIER IS REQUIRED WHERE HANGERS WITH Z -MAX HOT DIPPED GALVANIZED, OR STAINLESS STEELARE INAVAILABLE. PLEASE SEE MANUFACTURER'S RECOMMENDATIONS FOR COMMENDED DECKING: 16" O.C.-314" DECKING MIN. 24_ O.0-7/8' DECKING MIN. w s�,, 10 Ll.l • �} • • • • jn 'Q • • N £ _ • O "F• e9 a� �•O •• N LEVEL oe� Mell-a • Solif iRc LeeLeada Dasa + Roo( Load. Icream August 17, 2020 Designer FPW I Scalae 1/4" = 7'-0'• O •••s •• • Z� Z •• • • • J dr•�••• O • • L • • W 'ORTANT NOTES • • 'IEW MANUFACTURER'S INSTALI•ITION Q/IDE�ORADDITIOMj* 1 UCTURAL DETAILS WHERE NECES•ASM • ASE VERIFY ALL DIMENSIONS A%P4JfI1WTVW- FOOTINGSARE PER THE DESIGNER'SPIIAa. O.N.O. (SEE OUT) • • BEAMS ARE PER THE DESIGNEI0/•LANRUJE.(SEE 14, 1 • • • CAUTION WHEN GUTTING FOR•LyMBIS30 (VIDE PROPER SUPPORT ATALL SHEAR WALLS. • • • ROOF LOADS ASSUMED TO BEAR ON EXTERIOR WAL-S L Y. NO ROOF FRAMING PLAN PROVIDED ATTIME OF LAYOUT ONAL MEN FRAMING PER M BY OTHERS BED) INDICATES O 1 SI I VICOR OR EQUAL BARRIER IS REQUIRED WHERE HANGERS WITH Z -MAX HOT DIPPED GALVANIZED, OR STAINLESS STEELARE INAVAILABLE. PLEASE SEE MANUFACTURER'S RECOMMENDATIONS FOR COMMENDED DECKING: 16" O.C.-314" DECKING MIN. 24_ O.0-7/8' DECKING MIN. w s�,, 10 Ll.l • �} • • • • jn 'Q • • N £ _ • O "F• e9 a� �•O •• N LEVEL oe� Mell-a • Solif iRc LeeLeada Dasa + Roo( Load. Icream August 17, 2020 Designer FPW I Scalae 1/4" = 7'-0'• nQ RM1 19' 011 0 (a Boise Cascade ENGINEERED WOOD PRODUCTS Project 20-002318 Builder's Project SMITH CREEK - PLAN N070 GR Builder DR HORTON UPPER LEVEL I Joist � � _ F07 See Burs Maebr I vasa btl .weeiy 1 'F05j r r 7F22i ue.awereerm Et Label Description Width Depth city Pllss Pcs Length J4 BCI 5D00 2 11.875 I °) 2 6-0-0 J5 • 2 11.875 2 '\ J6 BCI FOTO � � " down.npr - Tar BtlielLriieeld raroyb.r�. !,I JTI'[ PDGF"c* DfT'.il. 6)aeurr oo..�aaowad.eir.o bBCPhIM�ed J7 ��--r�:�'.s��� eppe.ei biemn•ponigwioi seai"eiI nW �ienlllln9c 011 0 (a Boise Cascade ENGINEERED WOOD PRODUCTS Project 20-002318 Builder's Project SMITH CREEK - PLAN N070 GR Builder DR HORTON UPPER LEVEL I Joist Oai•rllon Label Description Width Depth city Pllss Pcs Length J4 BCI 5D00 2 11.875 I °) 2 6-0-0 J5 BCI 5000 2 11.875 2 8.0.0 J6 BCI FOTO 2 11.875 NOW 12'(36 5 15.0-0 J7 BCI 5000 2 11.875 10 140.0 JB BCI 5000 2 11.875 appleall— �.E-W�PEbgia 12 11-0.0 J9 BCI 5000 2 11.875 SPed1lG COKlilfi Li eeYHJoin ta�CeeLttwwrbaoB.a&a,YVm"�b"op 2 16-0.0 J10 BCI 5000 2 11.875 1 240.0 J11 BCI 5000 2 11.875 6 17-0.0 Total LF: 1 533' Blockin Label Descnpticn Width Depth dty Plies PCs Length BKt BCI 5000 2 11.875 LinFt Varies 1 4.0.0 Rim Board Label Descri tion Width I D th I Length RM1 Boise VERSA -STRAND 0.8E 1.25 X 11.875 1.25 11.875 6 240.0 RM2 1-314 x 11-718 LVL Versa- LAM 2800 2.0E 1.75 11.875 1 20-0.0 LVLILSL Label Description Width Depth Qty Plies Pcs Len 81 FB3 Versa -Lam LVL 2.1 E 2800 DF 1.75 11.875 1 8-0.0 FB4 Versa -Lam LVL 2.1E 2800 DF 1.75 11.875 1 17.0.0 Total LF: 1 25' Glulam Label Description Width Depth; Q Plies Ps Length FB1 Rosboro 24F -V4 3.5 11.875 1 11-0-0 FBS Rosboro 24F -V4 3.5 11.875 1 19-0-0 FB6 Rosboro 24F -V4 3.5 11.875 1 6-0-0 Total LF: 36' FB2 Rosboro 24F -V4 5.5 16.5 1 21.0.0 Total LF: 21' DB1 Rosboro 24F -V4 5.5 19.5 1 19-0-0 Total LF: 19' Hanger Beam/Girder Supports Member Pcs Description Skew Sloe fasteners fasteners 25101Td rM.&g Qty Description 33 Sheets 7/8'. OSB NOTES 'LEASE VERIFYALL DIMENSIONS AN8 CO/Lw IVN•. • f ALL FOOTINGS ARE PER THE DESIGNER'S PW It U.N.O. (SEE AYOUT) • • ,LL BEAMS ARE PER THE DESIGNER PLPN,."6 N.1(SEE LAYO 1 )BE CAUTION WHEN CUTTING FOR 1'cSMBINJ.• 'ROVIDE PROPER SUPPORT ATALL SHEAR WALLS, a t ALL ROOF LOADS ASSUMED TO BEAR ON EXTERIOR WALLS )NLY. NO ROOF FRAMING PLAN PROVIDED ATTIME OF LAYOUT %M BY OTHERS (SBO) INDICATES DIMENSIONAL FRAMING PER ARCHITECTURAL PLAN. 'LEASE NOTE P.T. MATERIAL CAN CAUSE HANGERS TO CORRODE. VICOR OR EQUAL BARRIER IS REQUIRED WHERE HANGERS WITH Z -MAX, HOT DIPPED GALVANIZED, OR STAINLESS 5TEELARE 1NAVAILABLE PLEASE SEE MANUFACTURER'S RECOMMENDATIONS FOR :COMMENDED DECKING: 16O.C.-&W DECKING MIN. 24' O -C. -T ' DECKING MIN. Revised: oam. Lar 1 Boise cascade Boise Cascade Company BMD d 1-11 ro tr O ro C w T .-r QW mmug v rn ti s O O y « O o �rnE'n2. CO O •� � ld U V N CO «vim d N J A N N N O a1 C a N O?' O m y 0-' m nEav c o? m c ro Q c 2. m pN£ owc and m�m�a a o M c OI V U O 9 i o m m w roroaEro� 9 of a o c m gum m 3 a m o • (7 1 • O i C • C• D s e• Z • n • 1 • W w;F •• B `p Of • • r.r QUI M J•a N O a F=c-'1B •� OIa Cf< w ) fCCV m U) ELI •-sia'. EVEL ,� Des b Of E f us �n McNatl N aE�long coda B— 2115 Floor Load. UN 10 NO t0 Roof sds CAugusreated t 17, 2020 Dene sigr FPW S -I.- 1W = 1'-D' Oai•rllon 50N01j Da NDTN,mM�ay.inio. Tw) el...+ Bron F10) tem mnmuowrw FaceM-4 �F27�` .wit hmw ,•: -'� �' J =l`�` (r f I °) tom, .. 1 if T NOW 12'(36 �.vft -. �+ 1 spy is Laic appleall— �.E-W�PEbgia "� aaea� eedmr Mol rt9liM+M Bvidth" .w SPed1lG COKlilfi Li eeYHJoin ta�CeeLttwwrbaoB.a&a,YVm"�b"op nnutlaryrrbidemMi i50ac hiN e•ANb IW i.... 5p�riargy naillblplh NOTES 'LEASE VERIFYALL DIMENSIONS AN8 CO/Lw IVN•. • f ALL FOOTINGS ARE PER THE DESIGNER'S PW It U.N.O. (SEE AYOUT) • • ,LL BEAMS ARE PER THE DESIGNER PLPN,."6 N.1(SEE LAYO 1 )BE CAUTION WHEN CUTTING FOR 1'cSMBINJ.• 'ROVIDE PROPER SUPPORT ATALL SHEAR WALLS, a t ALL ROOF LOADS ASSUMED TO BEAR ON EXTERIOR WALLS )NLY. NO ROOF FRAMING PLAN PROVIDED ATTIME OF LAYOUT %M BY OTHERS (SBO) INDICATES DIMENSIONAL FRAMING PER ARCHITECTURAL PLAN. 'LEASE NOTE P.T. MATERIAL CAN CAUSE HANGERS TO CORRODE. VICOR OR EQUAL BARRIER IS REQUIRED WHERE HANGERS WITH Z -MAX, HOT DIPPED GALVANIZED, OR STAINLESS 5TEELARE 1NAVAILABLE PLEASE SEE MANUFACTURER'S RECOMMENDATIONS FOR :COMMENDED DECKING: 16O.C.-&W DECKING MIN. 24' O -C. -T ' DECKING MIN. Revised: oam. Lar 1 Boise cascade Boise Cascade Company BMD d 1-11 ro tr O ro C w T .-r QW mmug v rn ti s O O y « O o �rnE'n2. CO O •� � ld U V N CO «vim d N J A N N N O a1 C a N O?' O m y 0-' m nEav c o? m c ro Q c 2. m pN£ owc and m�m�a a o M c OI V U O 9 i o m m w roroaEro� 9 of a o c m gum m 3 a m o • (7 1 • O i C • C• D s e• Z • n • 1 • W w;F •• B `p Of • • r.r QUI M J•a N O a F=c-'1B •� OIa Cf< w ) fCCV m U) ELI •-sia'. EVEL ,� Des b Of E f us �n McNatl N aE�long coda B— 2115 Floor Load. UN 10 NO t0 Roof sds CAugusreated t 17, 2020 Dene sigr FPW S -I.- 1W = 1'-D' �RUt Ss GALe- LAii MiTek" Re: M-0885 N070 -A -Roof MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by The Truss Company -Eugene, OR. Pages or sheets covered by this seal: K8700291 thru K8700315 My license renewal date for the state of Oregon is December 31, 2021. �ti�ED PROFe" �NGINEFR fDy� 8920OPE OREGON N ��' �O Y 14 'R + MERRILY - December 10,2020 Baxter, David IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSUTPI 1, Chapter 2. ...... ..... • • 0000 • e • • 00.00• 0000 • • e go .. •... so: go 00 • • e •0 • •n • • 000000 e o 0 soon • • • • • •• • • 0 • • • •••s • e. Job Truss Truss Type Qty Ply -A -Roof M-0885 A01GR California Girder 2 ]N070 1 K8700291 TCLL 25.0 Vi v= 1 1.15 TC Job Reference I optional) The Truss Company, Eugene, OR - 97402, M 0 v (psf) Spacing � v v cb o0 (loc) n �r v PLATES GRIP TCLL 25.0 Vi v= 1 1.15 TC O -1-0-0 1-0-0 Run: 8.43 S Nov 30 2020 Print: 6.430 S Nov 30 2020 MiTek Industries, Inc. Thu Dec 10 14:49:59 Page: 1 ID:UFEhCXmkGkhU9WICpjVF2gz2gPg-Mock Me 4-1-0 7-10-15 8-$i0 12-0-0 1 16-0-0 16-I1"1 19-11-0 1 24-0-0 5-0-01 4-1-0 3-9-15 0_ -1 4-0-0 4-0-0 0_ _l 3-9-15 4-1-0 -0-0 6x8= 2x4 it 6x8= 5x10 o 2x4 n 6x6= 3x4= 3x10= 3x4= 2x4 tt 5x100 JUS24 I 4 4-1-0 3-6-4 NAILED NAILED NAILED JUS24 12-0-0 16-4-12 19-11-0 24-04 4-4-12 4-4-12 3-6-4 4-1-0 Scale = 1:48 Plate Offsets (X, Y): [2:0-2-1,Edge], [3:0-1-12,0-1-8], [4:0-4-1,Edge], [6:04-1,Edge], F:0-1-12,0-1-8], [8:0-2-1,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.22 12 >999 240 MT20 220/195 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.96 Vert(CT) -0.31 12 >939 180 TCDL 8.0 Rep Stress Incr NO WB 0.35 Horz(CT) 0.10 8 n/a n/a BCLL 0.0* Code IRC2018/TPI2014 Matrix -MSH BCDL 7.0 Weight: 139 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2x4 DF No.2 *Except* 4-6:2x4 DF No.1 &Btr 2x6 DF No.2 2x4 DF Stud Structural wood sheathing directly applied or 2-2-13 oc purlins, except 2-0-0 oc purlins (2-1-0 max.): 4-6. Rigid ceiling directly applied or 10-0-0 oc bracing. (size) 2=0-5-8, 8=0-5-8 Max Horiz 2=-69 (LC 8) Max Uplift 2=-150 (LC 10), 8=-150 (LC 11) Max Grav 2=3046 (LC 31), 8=3046 (LC 31) (lb) - Maximum Compression/Maximum Tension 1-2=0/58, 2-20=-52721232, 2-20=5247/235, 2-3=-5383/281, 3-4=-5089/295, 4-21=-4966/306,21-22=-4965/306, 5-22=1}965/306,5-23=-49651306, 23-24=15965/306, 6-24=-49651306, 6-7=-5089/295, 7-8=-5383/280, 8-25=-52471234,8-25=-5273/231,8-9=0/58 2-15=-242/4592, 14-15=-242/4592, 13-14=-242/4592, 13-26=-215/4377, 26-27=-215/4377,12-27=-215/4377, 12-28=-192/4377, 28-29=-192/4377, 11-29=-192/4377, 10-11=-195/4592, 8-10=-195/4592 3-15=-6/97, 3-13=-238/152, 4-13=0/515, 4-12=-92/925, 5-12=-1001/197, 6-12=-92/925, 6-11=0/515, 7-11=-237/152, 7-10=-6/97 1) Wind: ASCE 7-16; Vult=100mph (3 -second gust) Vasd=79mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 150 Ib uplift at joint 2 and 150 Ib uplift at joint 8. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Use USP JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 7-10-6 oc max. starting at 8-0-13 from the left end to 15-11-3 to connect truss(es) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 946 Ib down and 74 Ib up at 7-9-0, 368 Ib down and 80 Ib up at 10-0-12, 327 Ib down and 83 Ib up at 12-0-0, and 368 Ib down and 80 Ib up at 13-114, and 946 Ib down and 74 Ib up at 16-3-0 on top chord. The design/ selection of such connection device(s) is the responsibility of others. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (Ib/ft) Vert: 1-4=-66, 4-6=-66, 6-9=-66, 2-8=-14 Concentrated Loads (lb) Vert: 4=-847, 6=-847,12=-76 (F), 5=-257, 22=-302, 23=-302, 26=-236 (F), 27=-82 (F), 28=-82 (F), 29=-236 (F) RENEMLUt:12-31-20 - December 10,JT&' 0 . • • •••• >.� WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi lT ek 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 ANS11TPIf Quality Criteria, DSB-89 and BCS! Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 Job Truss Truss Type City Ply N070 -A -Roof I 2x4 DF No.2 WEBS K8700292 M-0885 A02 California 2 1 (psf) Spacing 2-0-0 CSI Job Reference (optional) The Truss Company, Eugene, OR - 97402, Scale = 1:48.1 v7: 1 0 Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Dec 10 14:50:01 Page: 1 ID:IITOE70PTt75U5Wyingtb2z2gMm-Mock Me 1-0-01 4-11-5 10-'-0 14- -1 5-0-01 I 9-10-15 � 14-0-0 l� _19-0-11 1 24-0-0 0-0 4-11-5 4-11-10 0_ _1 4-0-0 0_ _1 4-11-10 4-11-5 5 0- 4x5 o 5x8 a 3x8 = 3x6 = 3x4 = 4x4 = L 9-7-4 14-4-12 I 9-7-4 4-9-8 24-0-0 9-7-4 4x4 = Plate Offsets (X, Y): [5:0-2-8,0-1-12] TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BRACING Loading (psf) Spacing 2-0-0 CSI 2-0-0 oc purlins (3-9-3 max.): 4-5. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.17 9-17 >999 240 MT20 220/195 (Roof Snow = 25.0) 3-19=-2384/142, 4-19=-2232/155, Lumber DOL 1.15 BC 0.67 Vert(CT) -0.31 9-17 >941 180 2-11=-150/2445, 10-11=-67/1976, TCDL 8.0 Rep Stress Incr YES WB 0.33 Horz(CT) 0.08 7 n/a n/a BCLL 0.0* Code IRC2018TTPI2014 Matrix -MSH BCDL 7.0 Weight: 112 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-2 oc purlins, except 2-0-0 oc purlins (3-9-3 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 7=0-5-8 Max Horiz 2=-87 (LC 8) Max Uplift 2=-84 (LC 10), 7=-85 (LC 11) Max Grav 2=1858 (LC 31),7=1 864 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/58, 2-18=-2905/153, 3-18=-2823/172, 3-19=-2384/142, 4-19=-2232/155, 4-20=-1920/153, 20-21=-19271154, 5-21 =-1 9311154, 5-22=-2266/158, 6-22=-2418/146, 6-23=-2830/175, 7-23=-2920/156, 7-8=0/58 BOTCHORD 2-11=-150/2445, 10-11=-67/1976, 9-10=-67/1976, 7-9=-9512460 WEBS 3-11=-601198, 4-11=0/468, 5-11=-205/63, 5-9=0/382, 6-9=-551/105 NOTES 1) Wind: ASCE 7-16; Vult=100mph (3 -second gust) Vasd=79mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 Ib uplift at joint 2 and 85 Ib uplift at joint 7. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 407 Ib down and 98 Ib up at 9-11-9, and 143 Ib down and 46 Ib up at 12-0-0, and 407 Ib down and 99 Ib up at 14-3-0 on top 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 (lb/ft) Vert: 1-4=66,4-5=-66,5-8=-66,12-15=-14 Concentrated Loads (lb) Vert: 5=-308, 20=-308, 21 =-77 AENEOL'DAA:12-31-20: December 10XN 0 • • • 0000 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 T �� is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPH Quality Criteria, DSB-89 and BCS/ Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - Corona, CA 92880 Job Truss Truss Type Qty Ply N070 -A -Roof ill K8700293 M-0885 A03 Common 1 Job Reference rolationali The Truss Company, Eugene, OR - 97402, Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Dec 10 14:50:01 Page: 1 ID:KNOfiX6opl?5pAYIcISWNXz2gMf-Mock Me 1-0-0 6-2-13 1 12-0-0 17-9-3 24-0-0 25 -0 -Cf 1-0-0 6-2-13 5-9-3 5-9-3 6-2-13 1-0-0 4x5= 4 3x4= 3x6= 3x4= 3x4 = 3x4 = 8-1-14 I 15-10-2 24-0-0 8-1-14 7-8-5 8-1-14 Scale = 1:52.7 7 Plate Offsets (X, Y): [4:0-2-8,0-1-12) Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.12 8-10 >999 240 MT20 220/195 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.59 Vert(CT) -0.18 10-13 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.04 6 n/a n/a BCLL 0.0* Code IRC2018fTP12014 Matrix -MSH BCDL 7.0 Weight: 105 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 *Except* 8-5,10-3:2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 6=0-5-8 Max Horiz 2=-105 (LC 8) Max Uplift 2=-16 (LC 10), 6=-16 (LC 11) Max Grav 2=1101 (LC 20), 6=1101 (LC 21) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33, 2-3=-1633/27, 3-17=-1505/33, 4-17=-1430/58, 4-18=-1430/58, 5-18=-1505/33, 5-6=-1 633/27, 6-7=0/33 BOT CHORD 2-10=-32/1422, 9-10=0/921, 9-19=0/921, 19-20=0/921, 8-20=0/921, 6-8=0/1379 WEBS 4-8=-351705, 5-8=-486/107, 4-10=-05/705, 3-10=-486/107 NOTES 1) Wind: ASCE 7-16; Vult=100mph (3 -second gust) Vasd=79mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Flat roof load of 25.0 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 Ib uplift at joint 2 and 16 Ib uplift at joint 6. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard PR01A,' �NGINEF�4. 6666 9 ••• Q •SQMPE ••• • 6 666 • • a 666 9 6AEGON • 6666•• • ••�• MFRRI00 I-L� ,•• • •• • #IENEVACOATE:12-31 2029- • • • • December 10,ZQ.1d - 6666 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. age ��' Design valid for use only with MiTek a0 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 ANSVTP/f Quality Criteria, DSB-89 and BCS/ Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Corona, CA 92880 Job Truss Truss Type Qty Ply N070 -A -Roof M-0885 �BWGIR California Girder 1 1 K8700294 Job Reference IQ •tional The Truss Company, Eugene, OR - 97402, Run: 8.43 S Nov 30 2020 Pring 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Dec 10 14:50:02 Page: 1 ID:PiYAzz8AFeAFZ?OaS1TvAyz2gK1-Mock Me 1-10-15 0-1-1 1-9-2 12 7 r 4x8 = 5x6 = 11- 9 3 0 1 a 0 5-11-18-0-15 10-2-14 12-0-0 12 -1 14-0-0 2-1-14 2-1-14 2-1-14 1-9-2 0- -1 1-10-15 4x4 = 4x8 = 5x6 = 4x8 = 4 5 20 6 �2�7 Ll 8 22 14 23 24 13 25 12 26 3x8 8x8 = 4x4 = 4x4 = JUS24 JUS24 JUS24 JUS24 11 27 2810 29 2x4 a 4x4 = JUS24 JUS24 30 9 31 2 8x8 = 3x8 = JUS24 NAILED NAILED NAILED NAILED NAILED NAILED _ _1-7-4 _ 3�9-2 1 5-11-1 8-0-15 1 10-2-14 1 12-4-12 _ 140-0 1-7-4 2I 1-14 2-1-14 2-1-14 2-1-14 2-1-14 1-7-4 Scale = 1:32.7 [1:0-4-0,0-1-5], [2:0-3-8,0-1-4], [3:0-2-8,0-2-41, [4:0-1-12,0-1-12], [5:0-1-12,0-1-8], [6:0-2-8,0-2-4], [7:0-3-8,0-1-4], [8:0-4-0,0-1-51, [9:0-3-8,0-4-12], [10:0-1-12,0-1-8], Plate Offsets (X, Y): [13:0-1-12,0-1-12],[14:0-3-8,0-4-12J Loading (psf) Spacing 2-M CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.35 11-12 >477 240 MT20 220/195 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.80 Vart(CT) -0.48 11-12 >349 180 TCDL 8.0 Rep Stress Incr NO WB 0.72 Horz(CT) 0.08 8 n/a n/a BCLL 0.0* Code IRC2018/TP12014 Matrix -MSH BCDL 7.0 Weight: 67 Ib FT = 201/6 LUMBER TOP CHORD 2x4 DF No.2 "Except* 2-7:2x4 DF 240OF 2.0E BOT CHORD 2x6 DF 240OF 2.0E WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purlins, except 2-0-0 oc purlins (2-1-4 max.): 2-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 1=0-5-8,8=0-5-8 Max Horiz 1=-13 (LC 64) Max Grav 1=2087 (LC 29), 8=2086 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=4071/0, 2-19=-3507/0, 3-19=-3514/0, 3-4=-6849/0, 4-5=-8609/0, 5-20=-6835/0, 6-20=-6835/0, 6-21=-3515/0, 7-21=-3507/0, 7-8=-4025/0 BOT CHORD 1-22=0/3510, 14-22=0/3510, 14-23=0/6849, 23-24=0/6849, 13-24=0/6849, 13-25=0/8609, 12-25=0/8609, 12-26=0/8793, 11-26=0/8793, 11-27=0/8793, 27-28=0/8793, 10-28=0/8793, 10-29=0/6835, 29-30=0/6835, 9-30=0/6835, 9-31=013510, 8-31=0/3510 WEBS 2-14=0/1893,7-9=0/1892,3-14=-3568/0, 3-13=0/936.4-13=-1880/0,4-12=0/382, 5-12=-208/0, 5-11=0/479, 5-10=-2093/0, 6-10=0/951, 6-9=-3552/0 NOTES 1) Wind: ASCE 7-16; Vult=100mph (3 -second gust) Vasd=79mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Use USP JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-1 oc max. starting at 1-0-12 from the left end to 12-11-4 to connect truss(es) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) "NAILED" indicates 3-1Od (0.148"x3") or 3-12d (0.148'x3.25") toe -nails per NDS guidlines. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 114 Ib down and 240 Ib up at 1-11-9,123 Ib down and 40 Ib up at 4-0-12, 222 Ib down and 58 Ib up at 6-0-12, 222 Ib down and 58 Ib up at 7-11-4, and 123 Ib down and 40 Ib up at 9-11-4, and 114 Ib down and 240 Ib up at 12-0-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (Ib/ft) Vert: 1-2=-66, 2-7=-66, 7-8=-06, 1-8=-14 Concentrated Loads (lb) Vert: 3=-50, 13=-9 (B), 4=-152, 12=-13 (B), 5=-152, 11=-13 (B), 19=-1, 20=-50, 21=-1, 22=-319 (F), 23=-65 (B), 24=-368 (F), 25=332 (F), 26=-307 (F), 27=-332 (F), 28=-9 (B), 29=-368 (F), 30=-65 (B), 31=-319 (F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 5119/2020 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 •, i� • • • � • � 'i� p'.y � 201 • : • • RENEVAL*M1t:12-" • •'I' 0 • • • Dace rraber 10,212V • ; Mi%k' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply N070 -A -Roof DEFL in 112 I/deft Lid K8700295 M-0885 J01 Jack -Open 1.15 1 Job Reference rn tional The Truss Company, Eugene, OR - 97402, n 0 N Scale = 1:22.7 Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Dec 10 14:50:03 Page: 1 ID:IucX_9ZBIIchjrehi7VzLRz2gD1-Mock Me -1-0-0 1-10-15 1-0-0 1-10-15 12 7 r - 2 4 2x4 = 1-10-15 Loading (psf) Spacing 2-M CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) 0.00 4-7 >999 240 MT20 220/195 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) 0.00 4-7 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCLL 0.0" Code IRC2018[TP12014 Matrix -MP BCDL 7.0 Weight: 7 Ib FT = 20'/ LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=35 (LC 10) Max Uplift 2=-9 (LC 10), 3=-11 (LC 10) Max Grav 2=229 (LC 17), 3=63 (LC 17),4=27 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-3=-39127 BOT CHORD 2-4=-32/4 NOTES 1) Wind: ASCE 7-16; Vult=100mph (3 -second gust) Vasd=79mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 Ib uplift at joint 2 and 11 Ib uplift at joint 3. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard ROF,.li4 �NG!NE'4 • • • a EGON �FRRIL�- 0 •• • 3-06-00 tall by 2-00-00 wide will fit between the bottom • • • • • • • e • chord and any other members. RENEOL•DAM 12-31-2M• •• •• Dacennoer10,262"d'• N:laF r:tl: C• -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 Ni�T9' 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 ANS11TP/7 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 Job Truss Truss Type Qty Ply N070 -A -Roof DEFL in 1 K8700296 M-0885 J02 Jack -Open 2 25.0 Job Referersce ❑ fi❑nal The Truss Company, Eugene, OR - 97402, 7 Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Dec 10 14:50:03 Page: 1 ID:Xwlf7b5fBQfgUN5pDBOzo6z2gK5-Mock Me -1-0-0 1-10-15 2 -o 1-0-0 1-10-15 0- -1 12 VERTICAL SUPPORT OF FREE END 7 F- OF CHORD IS REQUIRED. 3 2x4 = Scale = 1:23.9 2-0-0 Plate Offsets (X, Y): [2:0-1-13,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) 0.00 4-7 >999 240 MT20 220/195 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.19 Vert(CT) -0.01 4-7 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCLL 0.0* Code IRC2018rTP12014 Matrix -MP BCDL 7.0 Weight: 8 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8,4= Mechanical Max Horiz 2=32 (LC 10) Max Uplift 2=-8 (LC 10), 4=-6 (LC 7) Max Grav 2=233 (LC 17),4=79 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-3=-71/73 BOT CHORD 2-4=-1219 NOTES 1) Wind: ASCE 7-16; Vult=100mph (3 -second gust) Vasd=79mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 Ib uplift at joint 2 and 6 Ib uplift at joint 4. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIfTPI 1. LOAD CASE(S) Standard • • : • • RENEVAL'Dii 12-31.262i' • • • • Dacernber 10,V • • • • 0000 I A WARNINC. -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 5/19/2020 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 MlY�lrn is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, de;'very, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 Job Truss Truss Type Qty Ply N070 -A -Roof M-0885 J03 Jack -Open 2 1 K8700297 Job Reference v tional The Truss Company, Eugene, OR - 97402, Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Dec 10 14:50:03 Page: 1 ID:77slLx5Hyjnh6Xg7nvwCZKz2gK4-Mock Me -1-0-0 2-0-0 3-10-15 1-0-0 2-0-0 1-10-15 4 2x4 = 2 -0 - Scale = 1:24.4 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 5-8 >999 240 MT20 220/195 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 5-8 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCLL 0.0* Code IRC2018/TPI2014 Matrix -MP BCDL 7.0 Weight: 11 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 3=0-1-8, 4= Mechanical, 5= Mechanical Max Horiz 2=60 (LC 10) Max Uplift 3=-31 (LC 10), 4=-17 (LC 10) Max Grav 2=257 (LC 17), 3=173 (LC 17), 4=96 (LC 17), 5=29 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/54, 2-3=-47/30, 3-4=-38/38 BOT CHORD 2-5=-3215 NOTES 1) Wind: ASCE 7-16; Vult=100mph (3 -second gust) Vasd=79mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 bee., designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 Ib uplift at joint 4 and 31 Ib uplift at joint 3. 10) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 3. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Mac �NGINEFq • • ° MEGON • �v • 3-06-00 tall by 2-00-00 wide will fit between the bottom • • • • . • • • chord and any other members. PEN EMODA1t:12-31-20• •• •• December 10AW * • • • •••• A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 5119/2020 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 ;��k 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 Welk fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PM Quality Criteria, DSB-89 and BCS! Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 Job Truss Truss Type Qty Ply N070 -A -Roof 1 1 K8700298 M-0885 J04 Jack -Open 2 2-0-0 Job Reference oplionali The Truss Company, Eugene, OR - 97402, Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Dec 10 14:50:03 Page: 1 ID:?7s1Lx5Hyjnh6Xg?nvwCZKz2gK4-Mock Me -1-0-0 2100-15 1-0-0 2-0-0 3-10-15 4 2x4 = Scale = 1:29.2 2-0-0 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) 0.00 5-8 >999 240 MT20 220/195 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.04 Vert(CT) 0.00 5-8 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCLL 0.0* Code IRC2018fTP12014 Matrix -MP BCDL 7.0 Weight: 14 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 3=0-1-8, 4= Mechanical, 5= Mechanical Max Horiz 2=85 (LC 10) Max Uplift 3=-50 (LC 10), 4=-37 (LC 10) Max Grav 2=189 (LC 17), 3=284 (LC 17), 4=203 (LC 17), 5=29 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33, 2-3=-70/34, 3-4=-82/82 BOT CHORD 2-5=-3215 NOTES 1) Wind: ASCE 7-16; Vult=100mph (3 -second gust) Vasd=79mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lura DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 9) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 37 Ib uplift atjoint 4 and 50 Ib uplift at joint 3. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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. Brac'ng 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, aelivery, erection and bracing of trusses and truss systems, see ANSI/rPH Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 n PRGIN OFFss 90:0 F9 l0 0000. • • �892COPE • • • 0000 • • • �G MEGON •� MFRR�0- a ..• PENEVAL'DAM 12-31-2479' 00 '' Dimember 10,2" ; 0 • • 0000 heir 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply N070 -A -Roof 3-8-3 1 K8700299 M-0885 J05 Jack -Open 1 2-0-0 Job Reference tional The Truss Company, Eugene, OR - 97402, Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Dec 10 14:50:03 Page: 1 ID.iN_fbtlj0n_NMbz7rkiaH9z2gB7-Mock Me O A 1. -1-0-0 3-8-3 1-0-0 3-8-3 _12 3 2X4 = N Scale = 1:25 3-8-3 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc)/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.01 4-7 >999 240 MT20 220/195 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.17 Vert(CT) -0.02 4-7 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCLL 0.0' Code IRC2018/TPI2014 Matrix -MP BCDL 7.0 Weight: 13 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=57 (LC 10) Max Uplift 2=4 (LC 10), 3=-26 (LC 10) Max Grav 2=338 (LC 17), 3=154 (LC 17), 4=56 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/53, 2-3=-91/61 BOT CHORD 24=-26/15 NOTES 1) Wind: ASCE 7-16; Vult=100mph (3 -second gust) Vasd=79mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 Ib uplift at joint 3 and 4 Ib uplift at joint 2. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard PR�FFss �5 NGINEF /©?� �•••:. 9.• 9 • •'• �• 89 PE '" • • •••■ • e • • • 9G WE}}GON Gr • 4tFRRI0-��••• • 00 0 "RENEOLUM 12-31-2(0* •• •• RWcerl3ber 10,$Q2�'•• • • • ease A WARNING -Verify design parameters anc READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 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 f, building design. Bracing indicated is to prevent buckling of individual truss web and/or chard 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 ANS11TPl1 Quality Criteria, DSB-89 and BCS/ Building Component 250 Klug Circle y Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 Job Truss Truss Type Qty Ply N070 -A -Roof M-0885 J06 Jack -Open g 1 1 K8700300 CSI DEFL in (loc) I/deFl L/d PLATES GRIP Job Reference Nplional The Truss Company, Eugene, OR - 97402, Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Dec 10 14:50:03 Page: 1 ID:7HRo9gibRB2B31QE09v4Lnz2gPl-Mock Me -1-0-0 3-10-15 1-0-0 3-10-15 12 2x4 = Scale = 1:25.3 i3-10-15 I Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deFl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.02 4-7 >999 240 MT20 220/195 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.20 Vert(CT) -0.03 4-7 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCLL 0.0' Code IRC2018rfP12014 Matrix -MP BCDL 7.0 Weight: 13 Ib FT = 20% LUMBER 7) Refer to girder(s) for truss to truss connections. TOP CHORD 2x4 DF No.2 8) Provide mechanical connection (by others) of truss to BOT CHORD 2x4 DF No.2 bearing plate capable of withstanding 28 Ib uplift at joint BRACING 3 and 3 Ib uplift at joint 2. TOP CHORD Structural wood sheathing directly applied or 9) This truss is designed in accordance with the 2018 3-10-15 oc purlins. International Residential Code sections R502.11.1 and BOT CHORD Rigid ceiling directly applied or 10-0-0 oc R802.10.2 and referenced standard ANSIlTPI 1. bracing. LOAD CASE(S) Standard REACTIONS (size) 2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=60 (LC 10) Max Uplift 2=-3 (LC 10), 3=-28 (LC 10) Max Grav 2=353 (LC 17), 3=167 (LC 17), 4=60 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/54, 2-3=-98/66 BOT CHORD 2-4=-25/16 NOTES 1) Wind: ASCE 7-16; Vult=100mph (3 -second gust) Vasd=79mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 • • r�4 � ; 2to MFRRt1.�- -tom q ,{ 0 tall by 2 -00 -DO wide will fit between the bottom `• `• • • • 0 chord AENEML`[�i4 t:12-31-2df1` chord and any other members. • December 10,WN•: WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MIlellc fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Corona, CA 92880 Job Truss Truss Type Qty Ply N070 -A -Roof CSI DEFL K87003D1 M-0885 J07 Jack -Open 6 1 Job Reference o tion all The Truss Company, Eugene, OR - 97402, Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Dec 10 14:50:04 Page: 1 ID:7HRo9gibRB2B31QE09v4Lnz2gPl-Mock Me n v v 1-0-0 1 5-10-15 1-0-0 J 5-10-15 3 3x4 = 1 5-10-15 i Scale = 1:29.3 I Plate Offsets (X, Y): [2:0-0-9,Edge] 86 M Loading (psf) Spacing 2-M CSI DEFL in (loc) I/def! L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.10 4-7 >683 240 MT20 220/195 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.54 Vert(CT) -0.15 4-7 >475 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a TIM BCLL 0.0* Code IRC2018ITP12014 Matrix -MP BCDL 7.0 Weight: 19 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=85 (LC 10) Max Uplift 3=-44 (LC 10) Max Grav 2=408 (LC 17), 3=265 (LC 17), 4=92 (LC 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33, 2-3=-157/105 BOT CHORD 2-4=-20190 NOTES 1) Wind: ASCE 7-16; Vult=100mph (3 -second gust) Vasd=79mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 3-06-00 tall by 2-00-00 wide will ft between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 Ib uplift at joint 3. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard A wAK"lNG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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. Bradng indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 PROFFS � s • �; • go OPE ... yi MEGOON �, • ...... MFRRIl.1.0� .• •• e « ' RENEVAL' Alt: 12-31-2cr « « « • Dlecernber 10,kCi . •••• MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type City Ply N070 -A -Roof M-0885 J08 Jack -Partial 2 1 K8700302 Job Reference rc liana/ The Truss Company, Eugene, OR - 97402, Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Dec 10 14:50:04 Page: 1 ID:wSyV9aRvOcwH606BRKF?Jvz2g81-Mock Me N 7= O Scale = 1:39.8 -1-0-0i 3-6-0 7-11-0 8-0-0 1 0 0 f 3-6-0 4-5-0 0-1-0 3x5 s 3x4 - 8-0-0 7-8-10 7 9i 8 7-8-10 0-01 14 0-2-8 Plate Offsets (X, Y): [2:0-2-3.0-1-8] TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BRACING Loading (psf) Spacing 2-0-0 CSI Rigid ceiling directly applied or 10-0-0 oc DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.10 6-9 >936 240 MT20 220/195 (Roof Snow = 25.0) 1-2=0/33, 2-10=-565/0, 3-10=-475/3, Lumber DOL 1.15 BC 0.38 Vert(CT) -0.17 6-9 >549 180 TCDL 8.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.01 6 n/a n/a BCLL 0.0* Code IRC2018ITP12014 Matrix -MP BCDL 7.0 Weight: 32 Ib FT = 201/6 LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8,4= Mechanical, 6= Mechanical Max Horiz 2=110 (LC 10) Max Uplift 4=-38 (LC 10), 6=-3 (LC 10) Max Grav 2=456 (LC 17), 4=198 (LC 17), 6=254 (LC 17) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33, 2-10=-565/0, 3-10=-475/3, 3-4=-144/76 BOT CHORD 2-6=-69/488.5-6=0/0 WEBS 3-6=-531/75 NOTES 1) Wind: ASCE 7-16; Vult=100mph (3 -second gust) Vasd=79mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. Il; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on h t ilk th I' I d 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 Ib uplift at joint 4 and 3 Ib uplift at joint 6. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard FR t - GIN • •; • `�+ 8920OPE • • • •r•i Q r • MEGON .•.... MFRRIL�- 0 .. • over angsnon-concurren wl o er roe oa s. •i -T_ • . • • - AENEVALbAA:12-31-Iffi" " •' December 10,x••: ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ;��k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Ml I fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Inlomation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 Job Truss Truss Type Qty Ply N070 -A -Roof DEFL in (loc) I/deft 1 K8700303 M-0885 J09 Jack -Open 2 TC Job Reference tional The Truss Company, Eugene, OR - 97402, Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Dec 10 14:50:04 Page: 1 ID:dSotc6 WAykWcenNleHAzOz2gMp-Mock Me r1-0-0 8-0-0 9-10-15 11-0-0 8-0-0 1-10-15 2 8-0-0 Scale = 1:40.7 Plate Offsets (X, Y): [2:0-2-3.0-1-8] Loading (psf) Spacing 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL) -0.23 5-8 >408 240 MT20 220/195 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.74 Vert(CT) -0.39 5-8 >247 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 2 n/a n/a BCLL 0.0* Code IRC2018/TP12014 Matrix -MP BCDL 7.0 Weight: 28 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.2 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 3=0-1-8, 4= Mechanical, 5= Mechanical Max Horiz 2=136 (LC 10) Max Uplift 3=-80 (LC 10), 4=-17 (LC 10) Max Grav 2=420 (LC 17), 3=430 (LC 17), 4=96 (LC 17), 5=125 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33, 2-9=-154/29, 3-9=-73/128, 3-4=-39/39 BOT CHORD 2-5=40/107 NOTES 1) Wind: ASCE 7-16; Vult=100mph (3 -second gust) Vasd=79mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; CS= 1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 Ib uplift at joint 4 and 80 Ib uplift at joint 3. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard PR • Y /��7 ��ry. • artp+ • • .OREGON • • *0: Y IV. 2 -IJ • • • •: • • iENEW�r DgjE:12-3f iMi : Decer�lper 10,20'20• • WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 5/19/2020 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 ��@i[' 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 AAISIITPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 Job Truss Truss Type Qty Ply N070 -A -Roof K8700304 M-0885 1J10 Jack -Open 1 1 Job Reference to ptional The Truss Company, Eugene, OR - 97402, Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Dec 10 14:50:04 Page: 1 ID:dSotc6 WAykWcenNleHAzQz2gMp-Mock Me 0 0 u7 a= 1 0 1-0-01 8-0-0 _ I 11-10-3 1-0-0 8-0-0 3-10-3 5 3x5 = s -o -o Scale = 1:45.2 Plate Offsets (X, Y): (2:0-2-5,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.20 6-9 >468 240 MT20 220/195 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.68 Vert(CT) -0.36 6-9 >263 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 2 n/a nla BCLL 0.0" Code IRC20181TP12014 Matrix -MP BCDL 7.0 Weight: 31 Ib FT = 20% LUMBER 6) ' This truss has been designed for a live load of 20.Opsf TOP CHORD 2x4 DF No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 DF No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom BRACING chord and any other members. TOP CHORD Structural wood sheathing directly applied. 7) Refer to girder(s) for truss to truss connections. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 8) Provide mechanical connection (by others) of truss to bracing. bearing plate atjoint(s) 3, 4. REACTIONS (size) 2=0-5-8, 3=0-1-8, 4=0-1-8, 5= 9) Provide mechanical connection (by others) of truss to Mechanical, 6= Mechanical bearing plate capable of withstanding 17 Ib uplift at joint Max Horiz 2=160 (LC 10) 5, 81 Ib uplift at joint 3 and 36 Ib uplift at joint 4. Max Uplift 3=-81 (LC 10), 4=-36 (LC 10), 10) Beveled plate or shim required to provide full bearing 5=-17 (LC 10) surface with truss chord at joint(s) 3, 4. Max Grav 2=396 (LC 17), 3=390 (LC 17), 11) This truss is designed in accordance with the 2018 4=200 (LC 17), 5=92 (LC 17), International Residential Code sections R502.11.1 and 6=127 (LC 5) R802.10.2 and referenced standard ANSI/TPI 1. FORCES (lb) - Maximum Compression/Maximum LOAD CASE(S) Standard Tension TOP CHORD 1-2=0/33, 2-10=-166/39, 3-10=-93/102, 3-4=44/43,4-5=-37/37 BOTCHORD 2-6=43/90 Ep PRO NOTESFS 1) Wind: ASCE 7-16; Vult=100mph (3 -second gust) Vasd=79mph; TCDL=4.8psf; BCDL=4.2psf, h=25ft; Cat. • • �� �a • II; Exp B; Enclosed; MWFRS (envelope) exterior zone; ' • •' •/� 92DOP • •, cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 • • • 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate a . a . 00 DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; r Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this e• Q a a ' '$ A= QREGQiv • • • L design. a . '� • a �Qd �v Y 4) This truss has been designed for greater of min roof live • • • • y"¢a, 2� _ pT • load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on• • overhangs non -concurrent with other live loads. • • b�' `� • a ilt • 5) This truss has been designed for a 10.0 psf bottom 000000 • 6000 chord live load nonconcurrent with any other live loads. • - a • • AENEWU DA,TE:12-3'1iM: Dpcergnor 10,20200 • ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 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 {. M )�lC 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 ANSI/TPM Quality Criteria, DSB-89 and BCS/ Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 — Corona, CA 92880 Job Truss Truss Type Qty Ply N070 -A -Roof K8700305 M-0885 JT01 Jack -Open 2 1 Job Reference lofotionali The Truss Company, Eugene, OR - 97402, Scale = 1:25.4 Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Dec 10 14:50:04 Page: 1 ID:7HRo9gibRB2B31QE09v4Lnz2gPl-Mock Me 5-9-7 2 3 5-9-7 1 ow M Plate Offsets (X, Y): [1:0-1-9.0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.10 3-6 >716 240 MT20 220/195 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.53 Vert(CT) -0.14 3-6 >495 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 1 n/a n/a BCLL 0.0* Code IRC2018rrPI2014 Matrix -MP BCDL 7.0 Weight: 17 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF ND.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 1= Mechanical, 2= Mechanical, 3= Mechanical Max Horiz 1=72 (LC 10) Max Uplift 2=45 (LC 10) Max Grav 1=333 (LC 16), 2=265 (LC 16), 3=91 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-158/104 BOT CHORD 1-3=-54/173 NOTES 1) Wind: ASCE 7-16; Vult=100mph (3 -second gust) Vasd=79mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 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 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 Ib uplift at joint 2. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard PR19a q9 PE OFFs • . ` .UREGON •' • M�RQ110 •••••• • •••• • • • •RENEWSL DRE: 12-31-20: DipceQtbr 10,202150 • ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/79/2020 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 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 ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 JobTruss [1:Edge,0-1-12] Truss Type Qty Ply N070 -A -Roof M-0885 JT02 Jack -Partial 2 1 K8700306 Loading (psf) Spacing 2-0-0 Job Reference (optional? The Truss Company, Eugene, OR - 97402, Scale = 1:38.2 Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Dec 10 14:50:04 Page: 1 ID:bT_BM9jDCVB2hv_QatQJu_72g Pk -Mock Me 3-4-0 7-9-8 7-10-8 3-4-0 4-5-8 01-0 d 3x4 = 7-7-2 7-7-2 51 3x4 - 7-10-8 7-8-0 -0-14 0-2-8 Plate Offsets (X, Y): [1:Edge,0-1-12] Loading (psf) Spacing 2-0-0 CSI DEFL in floc) I/def! L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.10 5-8 >952 240 MT20 220/195 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.37 Vert(CT) -0.17 5-8 >560 180 TCDL 8.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.01 5 nla n/a BCLL 0.0* Code IRC2018/TP12014 Matrix -MP BCDL 7.0 Weight: 30 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 1= Mechanical, 3= Mechanical, 5= Mechanical Max Horiz 1=98 (LC 10) Max Uplift 3=-39 (LC 10), 5=-5 (LC 10) Max Grav 1=382 (LC 16), 3=201 (LC 16), 5=250 (LC 16) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-567/0, 2-9=-479/6, 2-3=-145/77 BOT CHORD 1-5=-731489,4-5=0/0 WEBS 2-5=-531/79 NOTES 1) Wind: ASCE 7-16; Vult=100mph (3 -second gust) Vasd=79mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. ll; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 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 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 Ib uplift at joint 3 and 5 Ib uplift at joint 5. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard • s • .00P ... f • AREPON 0000.. �O •t4 29"' '••' MFRR�I.Le; 00000• • •00• • •' • • tENE * • •10• •=s6 December ,202 - ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle ` Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 Job Truss Truss Type Qty Ply N070 -A -Roof DEFL in �3 I/def! 2 K8700307 M-0885 JT03 Jack -Open 2 1 Job Reference fional The Truss Company, Eugene, OR - 97402, 99 Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Dec 10 14:50:05 Page: 1 ID:bT_BM9jDCVB2hv_QatOJu_z2gPk-Mock Me 7-10-8 (psf) 9-9-7 7-10-8 CSI 1-10-15 DEFL in �3 I/def! 2 PLATES GRIP TCLL 25.0 Plate Grip DOL 12� TC 0.91 7 r -0.22 4-7 >421 240 MT20 220/195 4 3x5 = 7-10-8 Scale = 1:35.8 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/def! L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.22 4-7 >421 240 MT20 220/195 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.73 Vert(CT) -0.37 4-7 >255 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 1 n/a n/a BCLL 0.0' Code IRC2018/TP12014 Matrix -MP BCDL 7.0 Weight: 26 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.2 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 1= Mechanical, 2=0-1-8, 3= Mechanical, 4= Mechanical Max Horiz 1=123 (LC 10) Max Uplift 2=-80 (LC 10), 3=-17 (LC 10) Max Grav 1=346 (LC 17), 2=430 (LC 17), 3=96 (LC 17), 4=124 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-155/81, 2-8=-73/127, 2-3=-39/39 BOT CHORD 14=-961208 NOTES 1) Wind: ASCE 7-16; Vult=100mph (3 -second gust) Vasd=79mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 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 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 Ib uplift at joint 3 and 80 Ib uplift at joint 2. 9) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 2. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 4' � '$9ZAoPE ": • •' 'Al'Q �QA � Oto �FRElIL�- �P s • • • • • 6 EWtL D -4E: 12-31,02IM: December 10,20Q0• • Go Y WARNING - Vnnlp rle Yqn pwarrmrera and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 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 ANSI?PH Quality Criteria, DSB-89 and BCS) Building Component 250 Klug Circle Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 Job Truss Truss Type Qty Ply N070 -A -Roof K8700308 M-0885 JT04 Jack -Open 1 1 Job Reference IU ltlrfl.id The Truss Company, Eugene, OR - 97402, Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Dec 10 14:50:05 Page: 1 ID:39YZZVkrzpJvl2Zd7axYQCz2gPj-Mock Me 7-10-8 11-8-11 7-10-8 3-10-3 4 on the bottom chord in all areas where a rectangle 00004. • • • 0000 3-06-00 tall by 2-00-00 wide will fit between the bottom • • • •-AENEWQf DATE:12-3ja21 • chord and any other members. • DpcerpJ jer 10,20126• • aaaaaa A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall i` 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 ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 5 3x4 = 1 7-10-8 Scale = 1:42.7 Plate Offsets (X, Y): [1:Edge,0-1-12] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.20 5-8 >481 240 MT20 220/195 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.67 Vert(CT) -0.35 5-8 >271 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 1 n/a n/a BCLL 0.0* Code IRC2018fTP12014 Matrix -MP BCDL 7.0 1 Weight: 29 Ib FT = 20% LUMBER 6) Refer to girder(s) for truss to truss connections. TOP CHORD 2x4 DF No.2 7) Provide mechanical connection (by others) of truss to BOT CHORD 2x4 DF No.2 bearing plate at joint(s) 2, 3. BRACING 8) Provide mechanical connection (by others) of truss to TOP CHORD Structural wood sheathing directly applied. bearing plate capable of withstanding 17 Ib uplift at joint BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 4, 82 Ib uplift at joint 2 and 36 Ib uplift at joint 3. bracing. 9) Beveled plate or shim required to provide full bearing REACTIONS (size) 1= Mechanical, 2=0-1-8, 3=0-1-8, surface with truss chord atjoint(s) 2, 3. 4= Mechanical, 5= Mechanical 10) This truss is designed in accordance with the 2018 Max Horiz 1=148 (LC 10) International Residential Code sections R502.11.1 and Max Uplift 2=-82 (LC 10), 3=-36 (LC 10), R802.10.2 and referenced standard ANSI/TPI 1. 4=-17 (LC 10) LOAD CASE(S) Standard Max Grav 1=321 (LC 17), 2=389 (LC 17), 3=200 (LC 17),4=92 (LC 17), 5=126 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-166/75, 2-9=-93/102, 2-3=-44/43, 3-4=-37!37 BOT CHORD 1-5=-103/185 �0 PROF NOTES 1) Wind: ASCE 7-16; Vult=100mph (3 -second gust) GG 9. Vasd=79mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. • • •(�� 11; Exp B; Enclosed; MWFRS (envelope) exterior zone; ' • • • • • C 8200P • •; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 • • • 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate • • • • • DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this • • Q • • or OREGON • • �y �� �J,q design. 4) This truss has been designed for a 10.0 bottom . • i • • DA% Q Z psf chord live load nonconcurrent with any other live loads. • • . y • • • • MER�t 51 * This truss has been designed for a live load of 20 Opsf • • on the bottom chord in all areas where a rectangle 00004. • • • 0000 3-06-00 tall by 2-00-00 wide will fit between the bottom • • • •-AENEWQf DATE:12-3ja21 • chord and any other members. • DpcerpJ jer 10,20126• • aaaaaa A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall i` 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 ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 Job Truss Truss Type Qty Ply N070 -A -Roof M-0885 KJ01 Roof Special Girder 1 1 K8700309 Job Reference (optional i The Truss Company, Eugene, OR - 97402, Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Dec 10 14:50:05 Page: 1 ID:?yWkiarlgZghe?YgoOrRYbz2g6C-Mock Me Scale = 1:36.5 Plate Offsets (X, Y): [2:0-0-6,Edgej -1-5-0 1 3-5-11 1 5-5-11 1-5-0 3-5-11 2-0-0 NAILED NAILED NAILED 2x4 if 12 _ 4 5 3x4 = 3x4 = NAILED NAILED NAILED 5-5-11 I. 5-1-13 5-1-13 0-3-14 r; N Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) -0.03 7-10 >999 240 MT20 220/195 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.31 Vert(CT) -0.05 7-10 >999 180 TCDL 8.0 Rep Stress Incr NO WB 0.07 Horz(CT) 0.00 6 n/a n/a BCLL 0.0' Code IRC2018ITP12014 Matrix -MP BCDL 7.0 Weight: 23 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-7-6, 6= Mechanical Max Horiz 2=59 (LC 27) Max Uplift 2=-18 (LC 10), 6=-22 (LC 10) Max Grav 2=446 (LC 17), 6=419 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=0/19,2-1 1=0/44, 2-12=-305/50, 3-12=-221/12, 3-4=-47122, 4-5=-53/11, 4-7=-170/42 BOT CHORD 2-13=-63/261, 7-13=-13/261, 6-7=0/0 WEBS 3-7=-333/30 NOTES 1) Wind: ASCE 7-16; Vult=100mph (3 -second gust) Vasd=79mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. Il; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TOLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 Ib uplift atjoint 2 and 22 Ib uplift at joint 6. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "NAILED" indicates 3-10d (0.148'x3") or 2-12d (0.148"x3.25') toe -nails per NDS guidlines. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (Ib/ft) Vert: 1-4=-66, 4-5=-66, 6-8=-14 Concentrated Loads (lb) Vert: 5=-102 (F), 7=-37 (F), 13=-11 (F=-5, B=-5) ��tD PR f� • •. c• • • MFRF3II V lei • December 10,20Q0• • A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 METH' 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 ANS11TPft Quality Criteria, DSB-89 and BCS/ Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601- Corona, CA 92880 Job Truss Truss Type Qty Ply N070 -A -Roof 3x4 = K8700310 M-0885 KJ02 Diagonal Hip Girder 1 1 Job Reference !ootional The Truss Company, Eugene, OR - 97402, Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Dec 10 14:50:05 Page: 1 ID:EhZ8bfyyjKoPDNkPgnWYPU72g63-Mock Me -1-5-0 3-10-13 1 5-6-6 6-10-10_J 1 1-5-0 3-10-13 1-7-9 1-4-4 NAILED NAILED NAILED 3x4 a 5 LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 2=0-7-6, 4=0-2-2 Max Horiz 2=72 (LC 27) Max Uplift 2=-12 (LC 10), 4=-37 (LC 10) Max Grav 2=379 (LC 17), 4=549 (LC 17) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36, 2-10=-231/65, 3-10=-159/19, 3-4=-44/37,4-5=-5810, 4-6=0/269 BOT CHORD 2-11=-74/180, 6-11=-15/180 WEBS 3-6=-256/26 NOTES 1) Wind: ASCE 7-16; Vult=100mph (3 -second gust) Vasd=79mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 Ib uplift at joint 4 and 12 Ib uplift at joint 2. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 12) "NAILED" indicates 3-1Did(0.148'x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (Ib/ft) Vert: 1-4=-66, 4-5=-66, 6-7=-14 Concentrated Loads (lb) Vert: 4=-79 (F), 6=-43 (F), 11=-11 (F=-5, B=-5) • • . �1_ =-=-T • • LIEQON F3 I • •••••• • •••• • • • • •AENEW& DAtE:12-31 4 December 10,20Q9••so A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 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 ;�Qk _ 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 WNW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCS/ Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 3x4 = 3x4 = NAILED NAILED NAILED 5-6-6 Scale = 1:34 Plate Offsets (X, Y): [4:0-3-0.0-0-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.02 6-9 >999 240 MT20 220/195 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.19 Vert(CT) -0.04 6-9 >999 180 TCDL 8.0 Rep Stress Incr NO WB 0.05 Horz(CT) 0.00 2 n/a n/a BCLL 0.0* Code IRC2018/TP12014 Matrix -MP BCDL 7.0 Weight: 25 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 2=0-7-6, 4=0-2-2 Max Horiz 2=72 (LC 27) Max Uplift 2=-12 (LC 10), 4=-37 (LC 10) Max Grav 2=379 (LC 17), 4=549 (LC 17) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36, 2-10=-231/65, 3-10=-159/19, 3-4=-44/37,4-5=-5810, 4-6=0/269 BOT CHORD 2-11=-74/180, 6-11=-15/180 WEBS 3-6=-256/26 NOTES 1) Wind: ASCE 7-16; Vult=100mph (3 -second gust) Vasd=79mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 Ib uplift at joint 4 and 12 Ib uplift at joint 2. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 12) "NAILED" indicates 3-1Did(0.148'x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (Ib/ft) Vert: 1-4=-66, 4-5=-66, 6-7=-14 Concentrated Loads (lb) Vert: 4=-79 (F), 6=-43 (F), 11=-11 (F=-5, B=-5) • • . �1_ =-=-T • • LIEQON F3 I • •••••• • •••• • • • • •AENEW& DAtE:12-31 4 December 10,20Q9••so A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 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 ;�Qk _ 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 WNW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCS/ Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 Job Truss Truss Type Qty Ply N070 -A -Roof 2-8-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 1 K8700311 M-0885 KJ03 Diagonal Hip Girder 2 Job Reference to tional The Truss Company, Eugene, OR - 97402, M d= 0 Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Dec 10 14:50:05 Page: 1 ID:xV_nld7YUL2OMrpOuJygelz2gK2-Mock Me -1-5-0 2-8-7 9-9-5 1-5-0 2-8-7 7-0-14 SNP3 NAILED 2x4 = 2x4 u v v Scale = 1:36.5 2x4 DF Stud BRACING 2-8-7 TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc Plate Offsets (X, Y): [3:0-3-0.0-0-8] REACTIONS (size) 2=0-7-6,3=0-2-2, 4=0-3-8 Max Horiz 2=83 (LC 7) Max Uplift 2=-8 (LC 6), 3=-74 (LC 16), 4=-117 (LC 10) Loading (psf) Spacing 2-0-0 CSI (lb) - Maximum Compression/Maximum DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.81 Vert(LL) 0.00 6-9 >999 240 MT20 220/195 (Roof Snow = 25.0) Lumber DOL . 1.15 BC 0.05 Vert(CT) 0.00 6-9 >999 180 TCDL 8.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 4 n/a n/a BCLL 0.0* Code IRC2018fTP12014 Matrix -MP BCDL 7.0 Weight: 21 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-7-6,3=0-2-2, 4=0-3-8 Max Horiz 2=83 (LC 7) Max Uplift 2=-8 (LC 6), 3=-74 (LC 16), 4=-117 (LC 10) Max Grav 2=239 (LC 1), 3=110 (LC 17), 4=708 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36, 2-3=-77/55, 3-10=-61/24, 10-11=-51/86, 4-11=-48/132, 4-12=-138/8, 5-12=-51/0, 3-6=0/35 BOT CHORD 2-6=-56/20 NOTES 1) Wind: ASCE 7-16; Vult=100mph (3 -second gust) Vasd=79mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lura DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 Ib uplift at joint 3, 8 Ib uplift at joint 2 and 117 Ib uplift at joint 4. 9) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 3, 4. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 12) Use USP SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 8-5-6 from the left end to connect truss(es) to back face of top chord, skewed 45.0 deg.to the right, sloping -30.3 deg. down. 13) Fill all nail holes where hanger is in contact with lumber. 14) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25') toe -nails per NDS guidlines. 15) A minimum of (6) 8d x 1-1/2" nails are required into each member for SNP3 installation. All nailing is required in face of supported chords. For sloped applications, flanges may protrude above or below truss chords. Bending of extended flanges is permitted. 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-3=-66, 3-5=-66, 6-7=-14 Concentrated Loads (lb) Vert: 11=-10 (B), 12=-113 (B) • • 060066 • 000 •• 6• *AENEWQG Dl, :4 00-1: Drcerrper 10,2020* • A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 M iT@ 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 ANSYTP11 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 Job Truss Truss Type Qty Ply N070 -A -Roof NAILED NAILED (loc) NAILED 1 K8700312 M-0885 KJ04 Diagonal Hip Girder 4 TC Job Reference lortional The Truss Company, Eugene, OR - 97402, Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Dec 10 14:50:06 Page: 1 ID:Xs6xnrlTk6RmwC8phlSnzPz2gPi-Mock Me 1-5-0 5-10-12 11-2-4 16-10-2 1-5-0� 5-10-12 5-3-8 5-7-14 NAILED 3x4 = Scale = 1:51.9 Plate Offsets (X, Y): [4:0-3-4,0-0-8], [7:0-1-8,0-1-8] Loading 2x4 n 3x4= NAILED NAILED CSI NAILED NAILED NAILED (loc) NAILED 5-10-12 11-2-4 t 5-10-12 5-3-8 Scale = 1:51.9 Plate Offsets (X, Y): [4:0-3-4,0-0-8], [7:0-1-8,0-1-8] Loading (psf) Spacing 2-0-0 CSI Structural wood sheathing directly applied or DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.05 7-8 >999 240 MT20 220/195 (Roof Snow = 25.0) (Ib) - Maximum Compression/Maximum Lumber DOL 1.15 BC 0.55 Vert(CT) -0.08 7-8 >999 180 2-15=-73/1087, 8-15=-73/1087, TCDL 8.0 Rep Stress Incr NO WB 0.68 HOfZ(f:T) -0.01 5 n/a n/a BCLL 0.0* Code IRC2018/TPI2014 Matrix -MSH BCDL 7.0 Weight: 58 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-7-6, 4=0-2-2, 5=0-2-2 Max Horiz 2=156 (LC 7) Max Uplift 2=-13 (LC 10), 4=-111111), 5=-71 (LC 7) Max Grav 2=741 (LC 17), 4=1122 (LC 1), 5=493 (LC 17) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36, 2-12=-1225/12, 3-12=-1105/10, 3-13=-196129,13-14=-98/90, 4-14=-88/101, 4-5=-62181, 5-6=-104/0, 4-7=-5/602 BOT CHORD 2-15=-73/1087, 8-15=-73/1087, 8-16=-73/1087,7-16=-73/1087 WEBS 3-8=0/291, 3-7=-1174/85 NOTES 1) Wind: ASCE 7-16; Vult=100mph (3 -second gust) Vasd=79mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joints) 4, 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 Ib uplift at joint 41 13 Ib uplift at joint 2 and 71 Ib uplift at joint 5. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 12) Use USP SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 8-5-6 from the left end to connect trusses) to front face of top chord, skewed 45.0 deg.to the left, sloping -30.3 deg. down. 13) Use USP Si (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 8-5-6 from the left end to connect trusses) to back face of top chord, skewed 45.0 deg.to the right, sloping -30.3 deg. down. 14) Use USP SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 11-3-7 from the left end to connect trusses) to back face of top chord, skewed 45.0 deg.to the right, sloping -30.3 deg. down. 15) Fill all nail holes where hanger is in contact with lumber. 16) "NAILED" indicates 3-10d (0.148'x3") or 2-12d (0.148'0.25") toe -nails per NDS guidlines. 17) A minimum of (6) 8d x 1-1/2" nails are required into each member for SNP3 installation. All nailing is required in face of supported chords. For sloped applications, flanges may protrude above or below truss chords. Bending of extended flanges is permitted. 18) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (Iblft) Vert: 1-4=-66, 4-6=-66, 7-9=-14 Concentrated Loads (lb) Vert: 4=-105 (B), 8=-64 (F=-32, B=-32), 3=-147 (F=-74, B=-74), 5=-37 (B), 13=-344 (F=-172, B=-172), 15=-11 (F=-5, B=-5), 16=-126 (F=-63, B=-63) • • -*•cV • • s9 � • ••• • M .F1El10- �• •••••• • •••• • •• • •AENEWk D*fii 12-3142KIII De camber 10,20Q9• • ams ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with Mli 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 - 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/TPIf Quality Criteria, OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 Job Truss Truss Type Qty Ply N070 -A -Roof M-0885 M01 Monopitch 6 1 K8700313 Job Reference ;op' ionai The Truss Company, Eugene, OR - 97402, Run! 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Dec 10 14:50:06 Page: 1 ID:zJRBNC8sKeUtg2V7NbkmiRz2g3F-Mock Me -1-0-0 1 3-11-8 1-0-0 3-11-8 2x4 u 112 R 4 2x4 = 2x4 it 0 00 N LUMBER TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 OF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except and verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 6= Mechanical Max Horiz 2=53 (LC 9) Max Uplift 2=-9 (LC 10), 6=-14 (LC 10) Max Grav 2=344 (LC 17), 6=243 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/54, 2-3=-93/64, 3-4=-15/0, 3-6=-190/24 BOT CHORD 2-6=-26/18, 5-6=0/0 NOTES 1) Wind: ASCE 7-16; Vult=100mph (3 -second gust) Vasd=79mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. ll; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TOLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 Ib uplift at joint 6 and 9 Ib uplift at joint 2. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard PR 0F • • - • fiw . • @ 19ZOOPE • • • 7�• • • • QNESON •• '�tl• ••• • MERF,�I�L �• sees•• • sees • • e * ANENk t)AjE:12-3 j f December 10,209-®•• A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 ch" 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 ANS11TpIJ Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 3-11-8 �3-8-4 3-8-4 0-3-4 Scale = 1:29.7 Loading (psf) Spacing 2-0-0 CSI DEFL in (Joe) Well Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.01 6-9 >999 240 MT20 220/195 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.18 Vert(CT) -0.02 6-9 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCLL 0.0" Code IRC2018/TPI2014 Matrix -MP BCDL 7.0 Weight: 16 Ib FT = 20% LUMBER TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 OF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except and verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 6= Mechanical Max Horiz 2=53 (LC 9) Max Uplift 2=-9 (LC 10), 6=-14 (LC 10) Max Grav 2=344 (LC 17), 6=243 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/54, 2-3=-93/64, 3-4=-15/0, 3-6=-190/24 BOT CHORD 2-6=-26/18, 5-6=0/0 NOTES 1) Wind: ASCE 7-16; Vult=100mph (3 -second gust) Vasd=79mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. ll; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TOLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 Ib uplift at joint 6 and 9 Ib uplift at joint 2. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard PR 0F • • - • fiw . • @ 19ZOOPE • • • 7�• • • • QNESON •• '�tl• ••• • MERF,�I�L �• sees•• • sees • • e * ANENk t)AjE:12-3 j f December 10,209-®•• A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 ch" 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 ANS11TpIJ Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 Job Truss Truss Type Qty Ply N070 -A -Roof 4-11-8 K8700314 M-0885 M02 Monopitch 1 1 Job Refer nr..a tional The Truss Company, Eugene, OR - 97402, 0 Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Dec 10 14:50:06 Page: 1 ID:GfMgrbDFgnMt97XLHZMPUwz2g38-Mock Me 1-0-0 4-11-8 1-0-0 4-11-8 2x4 u �4 0 M Cl) 6 3x4 - 2X4 ii LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 6= Mechanical Max Horiz 2=65 (LC 9) Max Uplift 2=-8 (LC 10), 6=-18 (LC 10) Max Grav 2=356 (LC 17), 6=311 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33, 2-3=-122/84,3-4=-1510, 3-6=-240/30 BOT CHORD 2-6=-23/61, 5-6=0/0 NOTES 1) Wind: ASCE 7-16; Vult=100mph (3 -second gust) Vasd=79mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 Ib uplift at joint 6 and 8 Ib uplift at joint 2. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1 LOAD CASE(S) Standard ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 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 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 ANSUTP/1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 8V200PE • .OREGONF1810- .. • • *' •RENEW4L DATE: 12-32-2021 DPcernp@r 10,20200 • MiTek 250 Klug Circle Corona, CA 92880 4-11-8 4-8-4 i 4-8-4 0-3-4 Scale = 1:32.1 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Lld PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.04 6-9 >999 240 MT20 2201195 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.34 Vert(CT) -0.06 6-9 >926 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCLL 0.0* Code IRC2018/TP12014 Matrix -MP BCDL 7.0 Weight: 20 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 6= Mechanical Max Horiz 2=65 (LC 9) Max Uplift 2=-8 (LC 10), 6=-18 (LC 10) Max Grav 2=356 (LC 17), 6=311 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33, 2-3=-122/84,3-4=-1510, 3-6=-240/30 BOT CHORD 2-6=-23/61, 5-6=0/0 NOTES 1) Wind: ASCE 7-16; Vult=100mph (3 -second gust) Vasd=79mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 Ib uplift at joint 6 and 8 Ib uplift at joint 2. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1 LOAD CASE(S) Standard ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 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 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 ANSUTP/1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 8V200PE • .OREGONF1810- .. • • *' •RENEW4L DATE: 12-32-2021 DPcernp@r 10,20200 • MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply N070 -A -Roof WEBS 2x4 DF Stud BRACING Plate Offsets (X, Y): [2:0-1-8,Edge], K8700315 M-0885 M03GR Roof Special Girder 1 1 Job Reference cntional I The Truss Company, Eugene, OR - 97402, Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Dec 10 14:50:06 Page: 1 ID:7HRo9gibRB2B31QE09v4Lnz2gPl-Mock Me 4-11-8 4-0-0 1-0-0 3-10-15 _ 1-0-0 3-10-15 jl 0-1-1 0-11-8 2x4 n 712 4x6= r 3 45 N O o n va N Cl) N N 11 . ,n 2 v= 7 1 8 6 3x4= 2x4 n 4x5 = 4-11-8 3-74 4-8-4 3-7-4 1-1-0 0-3-4 Scale = 1:38.9 TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 DF Stud BRACING Plate Offsets (X, Y): [2:0-1-8,Edge], [3:0-3-0.0-0-12] 5-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.01 8-10 >999 240 MT20 220/195 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.19 Vert(CT) -0.01 8-10 >999 180 TCDL 8.0 Rep Stress Incr NO WB 0.12 Horz(CT) 0.00 7 nla n/a BCLL 0.0* Code IRC2018/TPI2014 Matrix -MP BCDL 7.0 Weight: 27 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 7= Mechanical Max Horiz 2=48 (LC 7) Max Uplift 2=-17 (LC 10), 7=-19 (LC 7) Max Grav 2=490 (LC 28), 7=540 (LC 28) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/58, 2-11=-291/5, 2-11=-251/7, 2-3=-364/11, 3-4=-16/11, 4-5=0/0, 4-7=-84/8 BOT CHORD 2-8=-131242, 7-8=-17/223, 6-7=0/0 WEBS 3-8=-101137. 3-7=-587/27 NOTES 1) Wind: ASCE 7-16; Vult=100mph (3 -second gust) Vasd=79mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1,00; Ct=1.10 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 25.0 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 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 Ib uplift at joint 7 and 17 Ib uplift at joint 2. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 467 Ib down and 52 Ib up at 3-10-8 on top 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 (Ib/ft) Vert: 1-3=-66, 3-4=-66, 4-5=-66, 2-6=-14 Concentrated Loads (Ib) Vert: 3=-389 R1y� PRO'pF .. �N�� a��EF9 VA • PE • • 'R JOL3E(;0N •" -he 10 r- F1 131 L\- •••••.. • ss •s • • • • "RENEWAL DAIE:12-312 2821 ; DfcaVer 10,2020•0 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 trusses and truss systems, see ANS117P11 Quality Criteria, DSB-89 and BCS! Building Component 250 Klug Circle Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Cotona, CA 92880 0 p D a) r W cno T� n .p v o� V• - • a X X m ° m jcn Z cn �� ( I r n5G)o�pv_z 3 0o m $ o W n cr D°_'�a�Q`°, Q a 13 oa o CO 7� ai?o +nn�0 p _�� m m 3 ~'co, Z so �.� p m m-° �. pt ypo n Z °° a m m 3 1v a q70 0 '� coy a CD y ° a? c(Dm o Q-° N° ona n-cfl La � •� m o �x m r 3m I d ID 5.�' m m a cgs co � a n�000a m °�uCDi mC°o O Nd a� oox avis' D -j(a m m �a m cn y n m o 3 .. N < v o vv .n•. 0•. O fD 3 S n ° O �' W 3,6 a S m n0 CD m: Q o C om. 0 7 (D 01 Q 0�� fn O7 O M � m O cni d —I V� � d p c� � m coj 3 y a m C y d n o � CA m m �o o O m° o'° o a° m m v, ° �.� m ° —�.o Z m a-0 0 3 N° m 3 �' 0 9•_' 07 m o �_ 5,0 o v N 0 o 3 a m' coo �_a, 0 m� a3 a a 57 CL 0 &n cnoc20 cDn�a. coo. vo�io'a� o �'CD mm ax. i Z cam -•m 3° 4.�w �m °�-° ni 3 m °� a 2 m co T�� o a g y m o 2,C x 3 m p .C•. ca s cn cn N N N ' C CD m r mm 9 cx xn`o � cn CD 3 w e eco n mm— ao m 60•� u, y cwx O o3DX rc-i 0 CD C CD CD N p m y m Z 0) 3 0 v j C X cn G CD Qum m — m- m � CD �z 2m to ,a s Ca 0 a X (n � 0 m y -4 m a m Mz m m o m< (D S2. w� m XW cm w N �(D d 7 i n my m� v O C (CD cn • C N D y r n fn cn W a cmi> m m 1 r cn �■ Q" S° �A O v AZ n O 0 �. �• �• (CD CD 0w0 W > z z 3 = rt ' N 93 a mOD r : �m 0 n N - a A U) m m cn 0 03 CD a W4 ® a m O C a C w m N L 3 N D 0 Z m � y CCD S O 1A m 3 g CD m ca 6 O a v m 3 m v z 0 1 N ((DD N Z 0 m 0 ° N C (J)� y 7C (�p N N 0 y CL m TOP CHORD TOP CHORD O N N (D W -4 O) p A W p O t0 OD V O) OI A W N O . J S D 0 N d ;0 - 0 C 7 00 0 0 0 m "1 m 5-r- 7 ° c7 c C m 0 O° n m n v9 Z D �_ R (n N p n D. <. 00 > W d w A 'O O O w cp .O+ T O ^ O H. O C O N (O a O p O O O 7 W O .° O' w O- O O" w w (O Q N O 3 S(O w m �7 c "� 7m w m � g y 3 `° a CD m'2 gym ��' o m � 7 lay 3 � `� `D e3 cD n� �w Cw 03 7 T -'O d�C na a -_�X Ofwn m ° p a C n y a �. 7 O n O O 7 Q O n N w 0 w O D _. O O 'O O CD 7 w w 0 N Cr O SR 9(D N O �o p3 3 o md7 ooi 3 0mwN' m <� ppm m m3 00-o '6 CD wa O y Q) WM ;-• (D O- ° n O .°.� N (D S d ° N a y .7. (D m a l O m • f a _ 7 - w ? S .. < 7 W = n L w 7. O ^ N p -`G O C c N CrO' a 7 7 O 0 w 0 0 p N w n �_ 2 0 O C 7 0 N Q C O O. N C 3° ° w N `< N C I'D y^ 7 C 3 O w O w W w N 7 0 ° w O w N w w ST. -'C fAS NOn _ fDw 7 �7' Op 3y O.0E n wn OO nS�d '� ._'%fr"0 0�6• O O 91 C `G w m D' w. m O a C a _ ° w Q 7 O (D a C 7 (DR nib �n mm3 m iD �CD � ?m o -CD o ..= 'D yy 3o i DNS, •� yow' d° X° N < y O N N O' S a n m (0 7 O_ O° a O N_ a Z w ... w - CD N a @° 7 0 7 3 m O C@ S� O @ o' N 9 N O C n0 �nN N �(0 �c0M N O w �' w w 7 O m 7 O -O 552. -0 O C) n < (O N O Z C m 7 00 S w w C O cn � ° `G n -O O 7 w N C" .we O O .+ O m .w+ ^ '• ^ •w fT 7 O •O y -° O N O _ 7 w O d y O 7 6 N fD O .Z• cD w 7 N y N fD m O^ ^ m w n O 7 v 7 .w.` 7p ^. K -.0 d o 0 O �,< 7 c a 0 m n g 7-o v ..m ° _n w m 3 �a O __ N a N N 7 �- w O ti O O C• m .� ID w 7 ,< 7 ,.M+ < O 3 w n 0', 3 N tom, O n O O O w n m ^°r C O n (E 7 0 ti m p w w V n w II 0 3 wy j m O 7 0 w (D O 3 w O• a O m S �p w O- a ¢�•••t y� n (D p• C � O n 01 7 y w (p f tK O^ 7 0 •• •• co n- C O 3 S 3 cyc N> � '1 z ny a)�_ n `wG n C ID d �• j 2 rn 00 S C.w n •O rt O a Cr n aN M N ) m 6 XB3N[D �� ,.w C7• •• Vf C 0 3 I0 ID 04 N•O c3i f0 ®• -1••fpy. w 'm N 7 co w w � YI I o o:E y Pill - U) M v K m S w N> � '1 ny a)�_ n `wG n C ID d �• j 2 v : (Q S C.w n •O rt Qo2c3 ST = �T�M, {D 3** JIM jf •n `G V No a�.•o n GCD ••• z 0-m aN w O 0:3) gw tf•� O w� m 6 XB3N[D m C �j. m ••q •••P•/� • ,.w C7• •• Vf m cc I 3 I0 ID 04 N•O c3i f0 ®• -1••fpy. O N TTT Level I V-1— Price Truss Technician 0 0 0 0 O LO 0 0 Nr 24-00-00 i A02 i A01GF J07I 1J66 IJ01 1 SNP3; J07 �a, p z' O J06 p a — o— v N'. J01 0 ;a- p a '� t0 U �K D, 22 M m a 0 r - E CU m 4— Ii.4_"— rn rnw 2 m } CL 0. -Go) 3 . O C 2 � m t O m a) J0o, OOCO O U M > :3 W _ O-0 Q IL mCD0CL z r- 0 O O W CL M 'a 9. Q ) !O J LL Ln + � w 0�0 Di29 z z JJ06 E 4 - COMPOSITION COMPOSITION ROOF ;z a zz �SNP3 OVERHANG: 1-00-00 (U/) ,o �P3 N i TOP CHORD DEAD LOAD: 8 psfO U !J07 0 0? N WIND LOAD & EXPOSURE: Vult 100 mph - Exp. B J cc,a N TRUSS TO PLATE CONNECTION BY OTHERS N N o LAYOUT NOT TO SCALECO ch ;g IL � GENERAL NOTES G J A01 GR THIS DRAWING PROVIDES TRUSS DIMENSIONS AND LOCATIONS ONLY N i AND SHALL ALWAYS BE USED IN CONJUNCTION WITH APPROVED u ARCHITECTUAL AND STRUCTURAL DRAWINGS O % G ¢ v -- A02 I { i A02 i A01GF J07I 1J66 IJ01 1 SNP3; J07 �a, p z' O J06 p Or- :3 p m O 7 f0 o zo v N'. J01 0 ;a- p a '� t0 U �K D, 22 M 0 0 0 I�l,�7v- : ^B0_a1 GRv02 c 2 -012 -01=082 -Ob -00 Ft N903G`� 'Jc J05 ' o0 o I ,I ;I GO JOI -M9 t!6) J01 o 7) 5-00-00 14-00-00 19-00-00 5-00-00 _ T TRIANGLES ON TRUSS ENDS INDICATE LEFT END OF TRUSS ON CORRESPONDING ENGINEERING SHEET 2a O THE GENERAL CONTRATOR SHALL VERIFY ALL DIMENSIONS IN a (Um N WRITING AND BE RESPONSIBLE FOR REPORTING ANY > Z O T -- DISCREPANCIES TO THE MANUFACTURER PRIOR TO FABRICATION. — 3 TRUSSES ARE EXTREMELY FLEXIBLE UNTIL ALL FORMS OF BRACING ARE IN PLACE AND FASTENED. FOR ERECTION AND BRACING RECOMMENDATIONS, SEE THE ENCLOSED BCSI-B1 & BCSI-63 U SUMMARY SHEETS. �r 4 BEFORE INSTALLING TRUSSES, REFER TO INDIVIDUAL ENGINEERED TRUSS DRAWINGS. LOCATE THE TOP AND BOTTOM CHORDS, AND PLACE TRUSSES ACCORDINGLY. BRACE INDICATED ON THE ENGINEERED TRUSS DRAWINGS IS MANDITORY AND PERMANENT. e s .• ..�. FOLLOW PROJECT ENGINEERS /DESIGNERS INSTRUCTION ON TIE � • � DOWNS, NAILING AND OVERALL SWAY BRACING. _ • • 6 •• • DO NOT CUT, DRILL, OR ALTER TRUSSES IN ANY�W<:Yalil T,HOUT • WRITTEN AUTHORIZATION FROM THE TRUSSCO a BUILDING SUPPLY. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY OF ANY • • • ALTERATION OF A TRUSS WITHOUT WRITTEN APPROVAL FROM THEa • • me TRUSSCO & BUILDING SUPPLY. • ---- - * , 96 •• SUPERIMPOSED LOADS: ' • A. NO MATERIAL SHALL BE STORED ON A TRUSS F6WIEWUNTIL ALL L • • • • PERMANENT BRACING HAS BEEN COMPLETELY WJSTAPLED. z • • B. CONCENTRATED & UNIFORM LOADS DUE TO�ON�SIRUCTION • > • m AND10R OCCUPANCY SHALL NOT EXCEED TH SES E=qjFIED BY`. • as a THE TRUSS DESIGNER AS TO WEIGHT AND LOCATIC%k ¢' > . • `ni C. LOADS SHALL NOT BE SUSPENDED FROM THE BOTTOM CHORD] • y c c E • I� OF TRUSSES UNLESS THE TRUSSES HAVE BEEN DESIGNED TO •' z d ¢ v cu SAFELY CARRY THE APPLIED LOAD. n m c > ¢ c `w a IMPORTANT: s w w a 1. SEE BCSI-B1 SUMMARY SHEET FOR HANDLING, INSTALLING, 3 Q y 5 ¢ RESTRAINING AND TEMPORARY BRACING REQUIREMENTS. � c F w z 2. SEE ENGINEERED TRUSS DRAWINGS AND SUPPLIED BCSI-B3 FOR PERMANENT BRACING REQUIREMENTS m 30 3 00 ;Lu Z E.4 a 'D ;z 'w Or- :3 p m O 7 f0 o zo 0 ;a- p a '� t0 U �K 22 M m a 0 r - E CU m rn rnw 2 m } CL 0. -Go) 3 O C 2 � m t O m a) �f6CmuJ O U M > :3 W _ O-0 Q IL mCD0CL z r- 0 O O W CL M 'a 9. Q ) !O J LL Ln + � w 0�0 Di29 z z ROOF NOTES: E 4 - COMPOSITION COMPOSITION ROOF ;z a ROOF PITCH: 7/12 OVERHANG: 1-00-00 (U/) ,o TOP CHORD LIVE LOAD: 25 psf i TOP CHORD DEAD LOAD: 8 psfO U BOTTOM CHORD DEAD LOAD: 7 psf 0 0? N WIND LOAD & EXPOSURE: Vult 100 mph - Exp. B J cc,a N TRUSS TO PLATE CONNECTION BY OTHERS N N o LAYOUT NOT TO SCALECO ch ;g IL � GENERAL NOTES G J O CO THIS DRAWING PROVIDES TRUSS DIMENSIONS AND LOCATIONS ONLY N i AND SHALL ALWAYS BE USED IN CONJUNCTION WITH APPROVED u ARCHITECTUAL AND STRUCTURAL DRAWINGS O % G ¢ v -- 2a O THE GENERAL CONTRATOR SHALL VERIFY ALL DIMENSIONS IN a (Um N WRITING AND BE RESPONSIBLE FOR REPORTING ANY > Z O T -- DISCREPANCIES TO THE MANUFACTURER PRIOR TO FABRICATION. — 3 TRUSSES ARE EXTREMELY FLEXIBLE UNTIL ALL FORMS OF BRACING ARE IN PLACE AND FASTENED. FOR ERECTION AND BRACING RECOMMENDATIONS, SEE THE ENCLOSED BCSI-B1 & BCSI-63 U SUMMARY SHEETS. �r 4 BEFORE INSTALLING TRUSSES, REFER TO INDIVIDUAL ENGINEERED TRUSS DRAWINGS. LOCATE THE TOP AND BOTTOM CHORDS, AND PLACE TRUSSES ACCORDINGLY. BRACE INDICATED ON THE ENGINEERED TRUSS DRAWINGS IS MANDITORY AND PERMANENT. e s .• ..�. FOLLOW PROJECT ENGINEERS /DESIGNERS INSTRUCTION ON TIE � • � DOWNS, NAILING AND OVERALL SWAY BRACING. _ • • 6 •• • DO NOT CUT, DRILL, OR ALTER TRUSSES IN ANY�W<:Yalil T,HOUT • WRITTEN AUTHORIZATION FROM THE TRUSSCO a BUILDING SUPPLY. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY OF ANY • • • ALTERATION OF A TRUSS WITHOUT WRITTEN APPROVAL FROM THEa • • me TRUSSCO & BUILDING SUPPLY. • ---- - * , 96 •• SUPERIMPOSED LOADS: ' • A. NO MATERIAL SHALL BE STORED ON A TRUSS F6WIEWUNTIL ALL L • • • • PERMANENT BRACING HAS BEEN COMPLETELY WJSTAPLED. z • • B. CONCENTRATED & UNIFORM LOADS DUE TO�ON�SIRUCTION • > • m AND10R OCCUPANCY SHALL NOT EXCEED TH SES E=qjFIED BY`. • as a THE TRUSS DESIGNER AS TO WEIGHT AND LOCATIC%k ¢' > . • `ni C. LOADS SHALL NOT BE SUSPENDED FROM THE BOTTOM CHORD] • y c c E • I� OF TRUSSES UNLESS THE TRUSSES HAVE BEEN DESIGNED TO •' z d ¢ v cu SAFELY CARRY THE APPLIED LOAD. n m c > ¢ c `w a IMPORTANT: s w w a 1. SEE BCSI-B1 SUMMARY SHEET FOR HANDLING, INSTALLING, 3 Q y 5 ¢ RESTRAINING AND TEMPORARY BRACING REQUIREMENTS. � c F w z 2. SEE ENGINEERED TRUSS DRAWINGS AND SUPPLIED BCSI-B3 FOR PERMANENT BRACING REQUIREMENTS G:\COMMUNITIES\PORTLAND DIVISION\2- Active\Marcola Meadows-Springfield\3 - Plat Layout (Lot Fit & Plotfing)\Marcola Meadows Lot Fit Phase 1 & 2.dwg - SHEET: Lot 148 Jul. 8, 22- 2:06 PM ELKamlin MARCOLA MEADOWS LOT 148 SPRINGFIELD, OR 0 Approved Plot Plan 4 71. 0 �_j 35.00' ---1 N ---, 471.0 ®1® A/E3L ROOF OVERHANG 48I I I o I W, �11 111.110111 EA TZ'I'm ;a a� G v SIDEWALK i DRIV6KY ------------ ° d APPROAA4 V STREET 0 0 U LOT 148 DRIVEWAY Q 9$00 5F i$ m i DRIVEWAY 460 5F L------ — — �11 111.110111 EA TZ'I'm ;a a� G v SIDEWALK i DRIV6KY ------------ ° d APPROAA4 V STREET 0 0 U LOT 148 TOTAL LOT AREA 9$00 5F TOTAL ROOF 1054 5F DRIVEWAY 460 5F 5I17134N.K 92 5F PATIO IOD 5F TOTAL COVSWE 1506 5P COVI RASE MWA NT 40.1115 30"X40" A/O LOCATION 471.0 ADDRESS: 2956 V STREET D.R. Horton Homes PLAN: N070 A LEFT SCALE: AS NOTED 4380 SW. Macadam Avenue, Suite 200 DATE: 7/8/2022 Portland Oregon PHONE 503.222.4151 FAX : 503.222.3717 DATE RECEIVED 08-02-22 JOBNO. 22-001885-DWL EINE R1 OCCUPANCY GROUP R3 DMT 1 OECD PANCY LOAD STORIES 2 TYPE, �C NSTRU CTI ON B LEGAL DESCRIPTION. 1702302201400 ADDRESS2956 V ST OWNER DR HORTON INC -PORTLAND ------ _ JlBEE ,C'ONTJENTS BMU O1."9 Y BEEN REV I E"F. 3 I � Is I TH �I�Y�ITR�I ALTERATIONS TOTEDON THE PLANS AA 01A'GES'2R ALTERATION'S IVJADEiO THE APPROVED DRI .F!TGS ORPROJECT- 1��DATEBEpOF . , L B SANITARY SEWER APPROVED BY THE BUILDING O ' 1 ''C' ' • CONNECTION CITY OF SPRINGF110.33, OREGON REVIEWED # P PROVED BY DATE t Z Z FOR CODE NOTICE: This permit all 4xpii he work authorized under this permi is not commenced or is abandoned for any 180 day period. COMPLIANCE ATTENTION: Oregon law requires you to follow rules adopted by the Oregon Utility Notification Center. Those rules are set forth in OAR 952-001-0010 through 952-001-0090. You may obtain copies of the rule by calling the center. (Note: The administrative telephone number for the Oregon Utility Notification Center is (800)332-2344. No encroachment allowed within the 7' Public Utility Easement including but not limited to, eaves and overhangs. Connect Sanitary Sewer to 4" service connection. Field verify location. Connect Storm Sewer to weephole(s) in curb per City Standard 3-6. Pip constructed within Right -of -Way must be perpendicular to Right -of -Way. Construct driveway per City Standard 3-21 for setback sidewalks. Construct driveway per city standard 3-19 or 3-20 for curbside sidewalk: Maximum width set per the approved site plan. No above -ground facilitiE (fire hydrants, power poles, catch basins, valves, j -boxes, etc.) shall be permitted within the apron or ramp area. Construct sidewalk per City Standard 3-11, ..: .' MINIMUM SETBACKS — INTERIOR LOT, ;� J• •• �•,� All measurements are from Property lines .... . -Front Yard to House 10 feet •°�• Z ..` -Front Yard to Garage 18 feet PLANNING PARCEL COVERAGE -Side Yard to House or Garage 5 feet .,,:.., -• ••c�.f Lot Area: 3,500 sq. ft. -Rear Yard to House or Garage 10 feet '• ^ •' •f • Covered Area: 1,170 sq. ft. °' ° •' A "' ` Coverage: 33.4% P.U.E. MAY CHANGE SETBACKS ;}• •, L. f BUILDING CODE5 DESIGNED PER, 2021 OREGON RESIDENTIAL 5PEOIALTY CODE (OR5C) 2021 OREGON PLUMBING SPECIALITY CODE ENSIFEEIRED PER, 2019 OREGON STRUCTURAL SPECIALTY CODE (0550) I. FLOOR LIVE' LOAD ..... ............................ ................. AS SUPPORTED BY TM2010 ISG OCCUPANCY, R -S SINGLE FAMILY HOME 2. DECK LIVE LOAD ._......................-....._.... .- ....... U-1 PRIVATE GARAGE OCCUPANCY SEPARATION GARAGE FROM DWELLING NT ..........-... EQUIPE.... 4, LOAD OF MECHANICAL M PER ORSG SECTION 8902.6 CONSTRUCTION, TYPE V, NON -RATED 5TRUCTURAL NOTE5: A. GRAVITY DE916N LOADS INCLUDING Walla I. FLOOR LIVE' LOAD ..... ............................ ................. 40 PGF THE FLOOR LOADS IN BEVR0001•M............... ....... _ 40 PSF(A5 DESIGNED) 2. DECK LIVE LOAD ._......................-....._.... .- ....... _. 60 PSP 5. ROOFSNOW LOAD .......- .......... .....- ............. ,-..-.. 25 PSP NT ..........-... EQUIPE.... 4, LOAD OF MECHANICAL M 200 LBS (ATI16 FURNACE) 15013000 B. SOIL 60 I. BEARING PfEDSUREr 1900 P5T ASeUP1CD 40 SEE LOT SPECIFIC LETTER FROM &MOTECH 02401.4) IF REQUIRED. G. WIND SPEED ............................................ .................... ..... ...... 155 mph, EXPOSURE B SOIL CLASS 77". S6-.966 CONSTRUCTION MATERIALS: MIXING AND PLACING OF ALL OONCRETE AND SF -LEGION OF MATERIALS SHALL BE IN ACCORDANCE WITH THE IROASO, AND AGI GODS SIG. CONCRETE SLUMP To Be 5'. Do NOT ADD WATER TO MIX TO INCREASE SLUMP. PROVIDE AIR-EINTRAINMENIT 5% TO 1% FOR EXTERIOR CAST IN PLACE WALLS AND EXTERIOR SLABS ON BRAVE. SAN CUT CONTROL -0NIS FOR SOBS ON GRADE AS SOON AS POSSIBLE AT MAXIMUM 15' SPACING OR AT LOCATIONS SHOWN ON DRAWINGS. MINIMUM CONCRETE STRENGTH (26 DAYS)......25PSI MIN. REQUIRED PER STRUCTURAL DESIGN SACC PSI MIN. SHALL BE PROVIDED TO COMPLY WITH 8402 L 2 - YEATHERING POTENTIANO SPECIAL INSPECTIONS REQUIRED. EPDXY ANCHORED SOLTSiREBAR ALL EPDXY SHALL BE DISPENSED BY THE DUAL CARTRIDGE OR GLASS CAPSULE METHOD TO INSURE PROPER MIXING. OTHER METHODS REQUIRE WRITTEN APPROVAL FROM THE ENGINEER. CLEAN OUT ALL HOLES NTH COMPRESSED AIR BEFORE FILLING. REINFORCIN& STEEL TO BE TIED IN PLACE FOR CITY INSPECTION DETAIL STEEL IN ACCORDANCE NTH THE ACI MANUAL OF STANDARD PRACTICE OF DETAILINS REINFORCED CONCRETE STRUCTURES. ALL REINFORCING STEM- SHALL SE DEFORMED PER ASTM A615, GRADE 60 FOR N5 AND 5MALLER, GRADE 60 FOR 04 AND LARGER. LAP CONTINUOUS REINFORCING BARS 40 BAR DIAMETERS, 2'-0' MINIMUM UNLESS OTHERWISE NOTED. PROVIDE CORNER BARS FOR ALL WALL REEAR 2'-0' BEND CONCRETE COVER TO REBAR TO BE FOOTINGS .....-..- .............3 INCHES FROM SOIL FORMED SURFACES - HEATHER PACE ...I-IL2 w -Has - INTERIOR FACE -5/4 INCH STRUCTURAL AND MISE'. STEEL TUBE COLUMNS- ASTM ASOO, GRAVE B ANCHOR BOLTS- ASTM A507,4KLE 5 NOTED STEEL PRAMIFIG BOLTS- ASTM A325K UNLESS NOW ALL OTHER STEEL- ASTM A56, UNLESS NOTED VVENISK FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE "AISC SPECIFICATION FOR THE 2155161, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS.' USE .1580 LOW HYDROGEN E-ECTRODW WITH GVWNOTCH TOUSHNIESS) OF20FT-1135 AT O DESREE5 F. ALL SURFACES AND E.EGTRODE5 MUST BE GLEAN AND DRY DURING THE YIELDING PROCPREHEATSS. PREHEAT AS NECESSARY. MINIMUM FILLETS TO BE 1/4' IJN M NOTED. ALL ASUPIRS SHALL BE HAW CERTIFIED. 66I111-AMINATFD TIMBER ATC 24FV4 SPECIFICATIONFOR SIMPLE SPANS, AW -24F -VO FOR CANTILEVER -SPANS PROVIDE AITC STAMP ON TIMBER ALL OLD -LAM BEAMS SHALL FIT SNUG AND TIGHT IN THEIR CONNECTIONS AFD DEVELOP PULL BEARINI& AS INDICATED. 6LU-LAM ADHESIVE TO BE 'YE'TJ15E' TYPE PER HBG STANDARDS, COMM ALL SEAMS TO A WOO' RADIUS UNLESS NOTED. TIMBER JOISTS --1-JOIST STUDS - -HiFN2 BEAMS, HEADERS - DM OR HFNI POSTS - -DF111 OR HFRI, PROVIDE SOLID BILKING IN FLOORS UNDER POSTS MULTIPLE STUDS. WALL PLATES AND LUMBER NOT NOTED TO BE HF 142 ALL GRADE TO COMPLY WITH CURRENT VO -1 P&-20 GRADING RULES PER R602.1.1. ALL WOOD IN CONTACT WITH C42NCPZM OR MASONRY SHALL BE PRESSURETREATED. SILL PLATES SHALL BE TREATED WITH BORATE PRESERVATIVES. WRING CONSTRUCTION THE INSTALLER WILL NOT ALLOW THE SILL RATES TO BE EXF05EP TO YET MATHER CONDITIONS BEYOND TIME PERIODS GENERALLY ACCEPTABLE WITHIN THE INDUSTRY. BOLT HEADS AND NUTS BEARING AGONIST WOOD SHALL BE PROVIDED WITH STANDARD GUT AAS*ERS. ALL SILL PLATE YU'SHERS ARE TO BE 3'xS'x0224• HIT DIPPED, ZINGCOATED GALVANIZED STEM. ALL NAILING SHALL COMPLY w/ OR50 TABLE 860201) ALL NAILS IN PRESSURE TREATED MATERIAL SHALL BE HOT DIPPED, ZIHG-GOAT P GALVANIZED OR STAINLESS. HANGERS AND METAL CONNECTORS NOTED ARE BY SIMIPSON STRONG -TE COMPANY ING. THE BUILDER MAY SUBSTITUTE SIMILAR CONNECTORS BY OTHER MANUFACTURERS PROVIDED THEY EQUAL OR EXCEED THE SIMPSON LOAD CAPACITY. WOOD ROOF TRUSS. METAL PLATE CONNECTED WOOD TRUSSES ARE TO BE DESIGNED BY OREGON STATE PROFESSIONAL ENGINEER IN ACCORDANCE W714 AHSI/TPI 1-1495 'NATIONA- DESIGN STANDARDS FOR mETTALCPLAsTE CONNECTED WOOD TRLUSS GONSTRJCTION' AND HT METAL PLATES ARE TO EE ICSO APPROVED, VERIFIED BY A CURRENT REPORT NUMBER TRUSSES, IN6LUDIN6 DRAG TIRIJSSE5 AND SHEAR. FRAMES, ARE TO BE PLANT FABRICATED BY A MANUFACTURER IN COMPLIANCE NTH ISG '06 SECTION2303.4. THE 7PAJ55 MANFRAOTRER 19 RESPONSIBLE FOR VERIFICATION OF ALL TW199 LENGTHS PRIOR TO FABRICATION. THE TR1U55 ERECTION CONTRACTOR 15 RESPONSIBLE FOR ALL TEMPORARY BRACING DURING INSTALLATION AND FOR ALL PERMANENT BRACING IDENTIFIED ON THE TRUSS PLANS. ROOF 91EATWN4, APA RAT® TAG' 055 SH!AaMIN6 (24/16) rSGII LIE 10. LNY1F ATH NNMM W C4A4A BBrAM PAMA M ALLOW POR EO ANSI WL N41LW 9FMLL BE Dd COMION (.181' MAJ AT 6. O.G. AT PANEL BTS® AND L2' O.G. AT INT9P7®MITE 81iroR18. R. SHEATMNF APA PLAINS °sAV 51HIATHM POR JOLT R H' Oa (32A6)EPO.iA@ I (2 GC*WTION OF 10W MA Ml® 7AY •B/mIRG POR.D•T a34' oA (46/5# OFOa4S (2cn4PSTtxN 0PTI0t•) APA 14ilM 1-14 %CAMN6 FOR JDIR • 9Y PO. r4G2M) DFOSMQ (2cDRecTa oprloN6l - ADHpIVED SHALL. GOWIM4 TO APA SPECIFICATION AF6 OI. PROVIDE T90 EPA* AT VfK PAFB Fly. SORE N6 SHALL = � NA Dw5NTL2 0 by Z' RYWOOp OGRO45 OR ol1CK RIVE 95NONS. SPAGB 955F®'H AT 6- CiA AT I FD6E5 ANO Q' O.C. AT Mr130M®IAT: SUPPORTS. H&L, - FOR 8/4' R TAS' 9FE:AlNIWJISE PAOIODE TETRAOWP NAILS A7 b' OO. AT EMB. ®6!8 AND IY OG AT INTEMWIATE W-POR.TO. NO 61.0iN� E Fr4. - POR I - VD' SHIRATHIN6 USE .14005. OR .156E U2' Vf 0 Na1LS AT 6. OZ. AT PAH M 196156 Mm 10- OF. AT 114110RM EoNAre 811PPOTa19. NO OUG ASAI VNO. GENERAL INFEOnoNS ARE RiewiRSD PER IRO SECTION 109 PLANTS AND INeTP1LATICK SPECIFICATIONS FOR ERe1F®RED FLOOR JOISTS SHMJ. BE ON SITE FOR ALL GALLED INSPECTIONS. CONTRACTOR SHALL VERIFY ALL DIMMED" IN FIELD AND CONTRACTOR 00" NOTIFY E49INION OF ALL FIELD CHANGES PRIOR TO INSTALLATION ORAMNSS SHOW COMPLETED STFRIGTIRES ONLY. TEMPORARY BRACING DURING GONSTRIICTION IS THE RESPONSIBILITY OF THE CONTRACTOR 2021 OR5C NOTES R322.1 EXTERIOR MALLS. CONlSTRUCTON, PROJECTIONS, OPENINGS AND PENETRATIONS OF EXTERIOR MALLS OF DWELLINGS AND ACCESSORY BUILDINGS SHALL COMPLY WITH TABLE R502.1. TABLE R302.1 EXTERIOR WALLS -0-LE-ENT MIMMIIM _=-OM M FIRE FIRERESISTANCE RATING SEPARATION DISTANCE Walla t MurvbsleE In ecowNrxre =3 Feet (Flrecezisn„n nteE) e+posure hwn eoT abea�fi (Nolfin+eNstana nles7 BAoun 23 Fael p.I ons (R,eresislance mteE) 1 M11w b wi-I !3 Feel Io)Fee[ - (ryol fire+esielanee ntmJ BMus 3Fael or Brealsr Openings In walla NwN_ WA -imnea Doom Feele,Bm.L, PeneFatiws CompYwiln swoon RBB] 4 e3 Feet None.wpre4 SFeatwgrealer Fp, 51: t iw1=306,8 mm. NrA=NPtappicahl. TABLE R302.6 DWELLING)GARAUF SEPARATION' • Ya1FiY MATFNAL Floll TIE RE90MIX, NO ATnCs>��,a C1P81Lf eOMo W EaurvkFNr APPLIED FMM ALL NAenAsU NmMs Am1E - GAME w n'M[x'~T+WIL� i rFm�w 6o 4N m owwAm i. s CNNFfsT wvvmnNB ELmR/CIDQNO AF UMM USED mi SFDARAnBN LIED BY Nus INN NoT MM RI UlUt a W 8-W MRA"I OMA46 RFD IE55 n1AN i aFkT F(apI A ORRMINo Uul OI THE SWM T M S nMN M1CN onM114 sOAFO M r WNAIMT OPE® Ta F[AIBR M E%IFAIDI WALLti NAT AXE •MN TILS ATEA FDR Sk 1 INpCHN - 26.E rem- 1 FOOT . mH.a nm wAC�µ� y,11N�APP�MWIRm.FN�AI�IDTMIX AwsO�Ym �YAIF�Nr PflMO�IOFR S S&w1011Anc SIGNIOFR sYSTFIf INsrAIFID IN R5OB.1 HABITABLE ROOMS - ALL HABITABLE ROOMS SHALL HAVE AN AGGREGATE GLAZING AREA OF NOT LESS THAN 6 PERCENT OF THE FLOOR AREA OF SUCH R.00M5. NATURAL VENTILATION SHALL BE THROUGH MNDOY46, DOORS, LOUVERS OR OTHER APPROVED OPENINGS TO THE OUTDOOR AIR SUCH OPENINGS SHALL BE PROVIDED NTH READY ACCESS OR SHALL OTHERWISE BE READILY OVNTROLLABLE BY THE BUILDING OCCUPANTS. THE; MINIMUM OPENABLE AREA TO THE OUTDOORS '.HALL BE 4 PERCENT OF THE FLOOR AREA BEING VENTILATED. EXCEPTION. I- THE GLAZED AREAS NEED NOT EE OPENABLE WHERE THE OPENING 15 NOT REQUIRED BY SECTION 8310 AND A NFOLE-HOUSE MECHANICAL VENTILATION SYSTEM 15 INSTALLED IN ACCORDANCE At SECTION MMOL. 2- THE GLAZED AREA N® NOT BE INSTALLED IN ROOMS WHEIRE EXCEPTION 1 IS SATISFIED AND ARTIFICIAL LIGHT IB PROVIDED THAT 15 CAPABLE OF PRODUCING AN AVERAGE ILLUMINATION OF 6 FOOTCANDLES (65 LUX) OVER THE AREA OF THE ROOM AT HEIGHT OF 50 INCHES (162 MMU ABOVE THE FLOOR LEVEL 5- USE OF SMIROOM AFD PATIO COVERS, A5 DEFINED IN SECTION R2Q2, SIAL BE PERMITTED FOR NATURAL VENTILATION IF IN EXCESS OF 40 PERCENT OF THE EXTERIOR SUNROOM WALLS ARE OPEN, OR ARE ENCLOSED ONLY BY INSECT SCREENING. PI ADJOINING ROOMS - FOR THE PURPOSE OF DETERMINING L16W AMID VENTILATION REQUIREMENTS, ANY ROOM SHALL Be CONSIDERED AS A PORTION OF AN ADJOINING ROOM POEN AT LEAST ONE-HALF OF THE AREA OF THE COMMON WALL 15 OPEN AND UNOBSTRUCTED AND PROVIDES AN OPENING OF NOT LESS THAN ONE-TENTH OF THE FLOOR AREA OF THE INTERIOR ROOM BUT NOT LESS THM25 SQUARE FEET (23 M SGUARED) EXCEPTION OPENINGS REWIRED FOR LIGHT AND/OR VENTILATION SHALL BE PERMITTED TO OPEN INTO A THERMALLY ISOLATED SUNROOM ADDITION OR PATIO COVE; PROVIDED THAT THERE 15 AN OPENABLE AREA SE114ffN THE ADJOININS ROOM AND THE S BROOM ADDITION OR PATIO COVER OF NOT LBS THAN ONE-TENTH OF THE FLOOR AREA OF THE INTERIOR (ROOM BUT NOT LBS THAN 20 SQUARE FEET (2 M SQUARED). THE MINIMUM OPERABLE AREA TO THE OUTDOORS SHALL BE BASED UPON THE TOTAL FLOOR AREA SEIKO VENTILATE. R309.1 MINIMUM HEIGHT. HABITABLE SPACE, HALLWAY5 AND PORTIONS OF BASENIE 175 CONTAINING THESE SPACES SHALL RAVE A CEILING HEIGHT OF NOT IF55 THAN 1 FST (2134 MM). BATHROOMS, TOILET ROOMS AND LAUNDRY ROOMS S4AIJ- HAVE A CEILING HEIGHT NDP NOT LEES THAN 6 FEET 6 INCHES (2052 MM). EXCEPTIONS. I- FOR ROOMS WITH SLOPED CEILINGS, THE REQUIRED FLOOR AREA OF THE ROOM SHALL HAVE A CEILING HEIGHT OF NOT LESS THAN 5 FEET (1524MM) AND NOT LESS TIM SMOF THE REQUIRED FLOOR AREA SHALL HAVE A CEILING HEIGHT OF NOT LESS THAN 1 FEET (2134t". 2- NOT MORE THAN 15% OF THE FLOOR AREA OF A BATHROOM OR TOILET ROOM 15 PERMITTED TO HAVE A SLOPED OEILING LESS THAN 6 FEET, 5 INCHES IN HEIGHT, PROVIDED THAT AN AREA OF 21 INCHES BY 24 INCHES IN FRONT OF TOILE75 AND LAVATORIES HAS A MINIMUM OF 6 FEST, 4 INCHES IN HEIGHT, MEASURED FROM THE FINISHED FLOOR AN AREA OFNICHES HES BY BO INCHUB ES IN FRONT OF AND INSIDE A TOR SHOVER SHALL ES HAVE A MINIMUM OF 6 FEET, 4 INC IN HEIGHT MEASURED FROM THE STANDING SURFACE of THE FIXTURE. 5- BEAMS, GIRDERS, DUCTS OR OTHER OBSTRUCTIONS IN BASEMENT- CONTAININS HHABTABLE SPACE SHALL BE PERMITTED TO PROJECT TO WITHIN 6 FEET 4 INCHES OF THE FINISHED FLOOR 4- BEAMS AND GIRDERS SPACED NOT LESS THAN 4 FEET ON CENTER MAY PROJECT NOT MORE THAN 6 INCHES BELOW THE REGUIRID CEILING HEIGHT. REMA HAZARDOUS LOCATIONS ALL GLASS LOCATED IN AREAS LISTED AS HAZARDOUS LOCATIONS PER ORSG REVS.4 SHALL BE TEMPERED, OR IMPACT RESISTANT AND LABELED. 8910.2 EMERGENCY ESCAPE AND RESCUE OPENINGS IN BEDROOMS, PROVIDE ONE OPENABLE ESCAPE WINDOW MEETING ALL OF THE FOLLOWI1,16, A. BASEMENTS NTH NABITAMZ SPADE AND OR PROVIDED NTH SUPINE' ROOMS SHALL BE PROVIDED NTH EGRE55 ROOMS AS FOLLOWS. B. FOR SLEEPING ROOMS AND BEDROOMS LOCATED ON &NAVE LEVEL FLOORS, EGRESS WINDOWS MAY PROVIDE NO LE55 THAN SO SO,PT. (95102.1 exG lcr) G. OPENABLE AREA OF NOT L M THAN 5.7 50.FT. SHIALL BE PROVIDED FOR FLOORS OTHER THAN GRADE LEVEL. (R0102 .0 D. MINIMUM CLEAR HEIGHT OP 24' (R9102.1) E. MINIMUM CL EAR AIDTH OF 20' 083102.11 F. MAXIMUM FINISHED SILL HEIGHT OF 44" (RBIO 23) 0. THESE OPENIN69 SHALL BE OPERATIONAL FROM THE INSIDE OF ROOM NTHOI71' THE LISE OF KEYS OR TOOLS. R514 SMOKE ALARMS PROVIDED PER THIS SECTION; I- IN EACH SLEEPING ROOM 2- OUTSIDE EACH SEPARATE SLEEPING AREA, WITHIN 21 FEET OF ANY VOOR MEASURED ALONG WALKING PATH. 3- ON EACH ADDITIONAL STORY OF THE DWELLING. 4- SMOKE AIAT•NS SHALL COMPLY WITH NFPA 72 AND SHALL BE LISTED IN ACCORDANCE WITH VL211. 8515 CARBON MONOXIDE - LOCATED IN EACH BEDROOM OR NTHIN IS' OUTSIDE EACH BEDROOM DOOR RADON CONTROL MEASURES ALL RADON CONTROL MEASURES ARE TO COMPLY WITH APPENDIX F. APIOLI-AFIOSA2 2021 ORSO N07E5 STAIRMAYS 2021 ORSG R311.1 THIRD R311.19 56" MINIMUM STAIRWAY WIDTH. LAN12IN69 SHALL HAVE A MINIMUM DEPTH OF 36' AND A MINIMUM WIDTH OF NO LESS THAN THE 1410114 OF THE FLIGHT OF STAIRS SERVED. RISERS TO BE &' MAX. HHEI6HT, 4 TREADS TO BE 9' MIN. DEPTH, BOTH WITH A MAXIMUM VARIATION OF ''9'a°. 7READ5 W/ SOLID RISERS TO HAVE %4' MIN TO 11'4° MAX NOSING OR 10" MINIMUM DEPTH. 4" SPHERE MAY NOT PASS THROUGH OPEN RISERS ON STAIRWAYS RISING MORE THAN 50'. HANDRAIL FWV. IF 4 OR MORE RISERS. TO 90 INSTALLED BETY42N SO' -96" ABOVE NOSING 4 HAVE A 0'4'x" DIA GRIP. IF HANDRAIL IS NOT CIRCULAR IT SHALL HAVE A PERIM. DIM OF 4" MIN, 64 MAX. 4 MAX XC5ECT OF 2W (OPT. TYPE -2 HAND RAILS) ALL HAND "LOUSED MUST COMPLY w/ ORS' - 8911.79 AND BE CONTINUOUS FOR THE FULL LENGTH OF THE FLIGHT. RETURN ENDS TO WALL OR NFYEL. IN5TALL2xl0 BLOCKING BETWEEN SIU05 TO SUPPORT HANDRAIL BRACKETS. R512.1 GUARD RECURRED WHERE STAIR HAS A TOTAL RISE OF 50' OR MORE. THE TRIANGULAR OPENINGS FORMED BY RISER TREAD AND OPEN SIDE OF STAIRWAY DESIGNED SUCH THAT A 5PHERE W DIA MAY NOT PASS THROUGH, GUARDS • OPEN SIDE OF TREADS SHALL NOT ALLOW A 4' SPHERE TO PASS. -UNDER.STAIR PROTECTION- 86029 FIRESTOP BEIYEEN STUDS AT STRINGER. V-8" MIN. VERTICAL HEAD CLEARANCE. PROTECT ENCLOSED AC0E5SIBLE! UNDER STAIR WALLS 4 CEILIN& H/& SHE ELEV. OF FLOOR OR LAND'b I Urs' MAX (Or &- MAX FOR IN -SWING DR) BELOW THRESHOLD 15 REGIV FROM THE R32P EXIT DOOR H ERE DOOR 15 NOT THE RE D. EXIT DOOR, A STAIRWAY OF 2 OR FISHER RISERS 15 PERMITTED YhERE DOOR DOES NOT SWING O/ RISER ORP, R511.79 GUARDRAILS, REQUIRED AT PORCHES, BALCONIES, RAI5ED FLOOR SURFACED WHERE DROP 15 MORE THAN 50" TO FLOOR OR GRADE SE -OK 56" MIN. HEIGHT AND TO EE DES16NED 50 THAT A 4' MAX. SPHERE MAY NOT PASS THROUGH. TO COMPLY w/ ORSG R312.1 4 89123. A 36' HIGH, WOOD-GAPPM, HALF HALL 15 STANDARD-44ANDRAIL PER R511.79-RS11.7.03. TYP. INTERIOR BEARING AAL.L. 294 OR2x6 142 HEMUPIR P.J. STUDS 0 24' O.G. W DBI". TOP PLATE AND SINGLE Dow. PLATE. LAP SPLICES -24" AT TOP PLATES. ORSG 880232 TYP. EXTERIOR BEARING WALL. 2x4 OR 2x6 62 HEMMIR F.J. STUDS s 24" O.G. w/ VOL. TOP PLATE AND SINGLE BOTT. PLATE. LAP SPLICB24' w/ (12) .151'x5' NAILS AT TOP PLATES. ORSC R60202 -PER 2021 ORS, III MOOD WALL FRAMING- R502.11-8502.11,1 FIRESTOP SHALL BE PROVIDED TO GUT OFF ALL CONGEALED ORA" OPENINGS MOTH VERTICAL AND HORIZONTAL) AND TO FORM AN EFFECTIVE FIRE BARRIER BETYeEN STORIES, AND BETYEEN A TOP STORY AND THE ROOFSPADE. FIRESTOP SHALL BE PROVIDED IN MOOD FRAME CON15TRII-TION IN THE FOLLOWIN6 LOCATIONS. IN CONGEALED SPACES OF STUD MALLS AND PARTITIONS, INCLUVIN& FURRED SPACES NOT TO EXCEED 1010" HORIZONTALLY, AND AT THE GEILINUS AND FLOOR LEVEL. I.I. VERTICALLY AT THE CEILING AND FLOOR LEVELS 12. HORIZONTALLY AT INTERVALS NOT EX,®ING 10 FEET AT ALL INTERCONNECTIONS BETYEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP GEILIN65, COVE 6EI1-I1465. IN CONGEAL® SPADES BETW53N STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. BNOLOSFD SPACES UNDER STAIRS SHALL COMPLY WITH SECTION 8902.112 AT OPENINGS ARWND VENTS, PIPES, DUCTS, CHIM EYS AND FIRBIACES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RB15T FREE PASSAGE OF FLAME AND PRODUCTS OF COMELI TION. FOR PIREBLOOKIN6 OF OHIMNETS AND FIREPLACES, ME SECTION RIOOS.14. FIR®LOCKIN6 OF CORNICES OF A TWO-FAMILY DWELLING 15 REQUIRED AT THE LINE OF THE DYELLINI5 SEPARATION. MECHANICAL M1501 GENERAL THE AIR REMOVED BY EVERY MECHANICAL EXHAUST SYSTEM SHALL BE DISG IARSED TO THE CU DOORS IN ACCORDANCE NTH SECTION M15043. AIR SHALL NOT BE EXHAUSTED INTO AN ATTIC, SOFFIT, RIDGE VENT OR CRAY. SPACE. M1902 CLOTHES DRYER EXHAUST CLOTHES DRYERS TO COMPLY WITH SECTIONS MI502.1-141502.1 M1505 DOMESTIC COOKING EXHAUST EQUIPMENT DOMESTIC COOKING EWIP'MENT SHALL BE PROVIDED NTH EXHAUST faWIPMENT AND COMPLY WITH SECTIONS 1415052-14509.62 W1904 EXHAUST DUCTS AND EXHAUST OPENINGS ALL DUCTS AND EXHAUST OPENINGS TO COMPLY NTH SECTIONS M1504.1-MISO4.3 MI505 MECHANICAL VENTILATION ALL MECHANICAL VENTILATION SHALL COMPLY WITH SECTIONS M1505.1 -MI 553 TABLE M1505.4.3(1) TABLE M1505.5 EXHAUST RATES FOR VENTILATION AIR REQUIREMENTS, afm RESIDENTIAL DWELLINGS Domestic Kitchens Range hoods/downdraft exhaust Min. 150 cfm inte•mittbnt BnthronmsfFoilet Rooms Rooms w/ bathing & SpaMin. 80 cfm Intermittent or TO c1m cunt. Toilet room Wo bathing or ape Min. 50 cfm TABLE M1505.4,3(2) INTERMI rfENT WHOLE- HOUSE MECHANICAL VE=NTIEArION RATE FACTORS RUN-TIME PERCENTAGE IN EACH 4 -HOUR SEGMENIT {2a-% 33% 5D% 66% 75% 100% Factor 1 4 1 3 it 2 1.5 1 13 1 1.0 WOOD INSTALLATION OF DUCTS ALL FEW DUCT SYSTEMS AND AIR HANDLING EWIPMBNT AND APPLIANCES SHALL BE LOCATED FULLY WITHIN THE BUILDING THERMAL ENVS-OPE. EXCCEPTION& 3. DUCTS DEEPLY BURIED IN INSULATION IN ACCORDANCE ALL OF THE FOLLOWNS. 5.1 INSULATION SHALL BE INSTALLED TO FILL &AP5 AND VOIDS BETHEEiN THE DLCT AND THE CEILING, AND A MINIMUM OF R-19 INSULATION SHALL BE INSTALLED ABOVE THE WCT AND UNCONDITIOFED ATTIC. 33 INSULATION DEPT14 MARKER FLAGS SHALL BE INSTALLED ON THE DUCTS EVERY 10 FEET OR At. APPROVED BY THE BUILDING OFI'IGIAL T,I MA EVERY 10' PI L4 BETWEEN THE LNGT a CEILING TRU55 BOTTOM CORD REV.# DATEPA6E # 014AN6E/NOTES 1 �4. -1 AO .2021 OR5C EFFIOIENOY 5PECIALTY CODE ENERGY EFFICIENCY PER ORSO CHAPTER II NIIOI.I GENERAL. THE PROVISIONS OF THIS CHAPTER REGUTATE THE EXTERIOR ENVELOPE, AS ASL A5 THE OW16K CONSTNUCTION AND SELECTION OF HEATING, VENTILATING AND AIR-C4WITONING SYSTEMS, LIGHT NO AND PIPING INSULATION RECMUIRED FOR THE PURPOSE OF EFFECTIVE CONSERVATION OF ENERGY NTHIN A BUILDING OR STRUCTURE GOVERNED BY THIS GODS ALL CONDITIONED SPACES WITHIN RESIDENTIAL BUILDINGS SHALL COMPLY WITH TABLE WOLIN AND ONE ADDITIONAL MEASURES FROM TABLE NIOI.I(2). TABLE NIIOI.I(I) PRE%RIPITVE ENVELOPE REMIREMENTS° WILDINS 00 POhtNF Bedrooms 0-1 2-3 445 5.81165 "pbs <1,500 30 45 60 7TT U-0.055 15013000 45 60 /5 40 3001-4500 60 75 90 105 4501-H000 /5 90 105 120 6001-7500 90 105 120 135 +7501 105 120 135 1WU Domestic Kitchens Range hoods/downdraft exhaust Min. 150 cfm inte•mittbnt BnthronmsfFoilet Rooms Rooms w/ bathing & SpaMin. 80 cfm Intermittent or TO c1m cunt. Toilet room Wo bathing or ape Min. 50 cfm TABLE M1505.4,3(2) INTERMI rfENT WHOLE- HOUSE MECHANICAL VE=NTIEArION RATE FACTORS RUN-TIME PERCENTAGE IN EACH 4 -HOUR SEGMENIT {2a-% 33% 5D% 66% 75% 100% Factor 1 4 1 3 it 2 1.5 1 13 1 1.0 WOOD INSTALLATION OF DUCTS ALL FEW DUCT SYSTEMS AND AIR HANDLING EWIPMBNT AND APPLIANCES SHALL BE LOCATED FULLY WITHIN THE BUILDING THERMAL ENVS-OPE. EXCCEPTION& 3. DUCTS DEEPLY BURIED IN INSULATION IN ACCORDANCE ALL OF THE FOLLOWNS. 5.1 INSULATION SHALL BE INSTALLED TO FILL &AP5 AND VOIDS BETHEEiN THE DLCT AND THE CEILING, AND A MINIMUM OF R-19 INSULATION SHALL BE INSTALLED ABOVE THE WCT AND UNCONDITIOFED ATTIC. 33 INSULATION DEPT14 MARKER FLAGS SHALL BE INSTALLED ON THE DUCTS EVERY 10 FEET OR At. APPROVED BY THE BUILDING OFI'IGIAL T,I MA EVERY 10' PI L4 BETWEEN THE LNGT a CEILING TRU55 BOTTOM CORD REV.# DATEPA6E # 014AN6E/NOTES 1 �4. -1 AO .2021 OR5C EFFIOIENOY 5PECIALTY CODE ENERGY EFFICIENCY PER ORSO CHAPTER II NIIOI.I GENERAL. THE PROVISIONS OF THIS CHAPTER REGUTATE THE EXTERIOR ENVELOPE, AS ASL A5 THE OW16K CONSTNUCTION AND SELECTION OF HEATING, VENTILATING AND AIR-C4WITONING SYSTEMS, LIGHT NO AND PIPING INSULATION RECMUIRED FOR THE PURPOSE OF EFFECTIVE CONSERVATION OF ENERGY NTHIN A BUILDING OR STRUCTURE GOVERNED BY THIS GODS ALL CONDITIONED SPACES WITHIN RESIDENTIAL BUILDINGS SHALL COMPLY WITH TABLE WOLIN AND ONE ADDITIONAL MEASURES FROM TABLE NIOI.I(2). TABLE NIIOI.I(I) PRE%RIPITVE ENVELOPE REMIREMENTS° WILDINS 00 POhtNF STANDARD BASE CASE RarPtad Pu4ormzvw FPy".1-t valla" ANLL NWA ATION-ABOVE GRADE .:-0.059 R-21'-.NTERMfEVIAT' AAL. INVL.ATOFJ-0ELOW GRADE "pbs RIISM-21 PATGBLIN65' U-0021 R-49 7ZT9(XILIN56' U-0.055 R-50 RAFTER OR R -30-A U*IDERPLOORS U-0.055 R-30 SLAB EDGE PERIM -MIR- F' -05W R-15 HEA -9 SLAB INnROR' WA R -IO NINOQ'" U-021 U -02l 5KYL.WM UH050 U•050 EXTERIOR DOORS' U-020 1x0.20 EXTERIOR DOORS w025 SF U-0.40 U-0.40 REFER R TO 2021 ORS, CHAPTER It/ TABLE NIIOI.IN FOR FOOT NOTES. TABLL- NII0I.I(2) ADDITIONAL MEASURE5 HIGH EFFICIENCY HVAC- SYSTEM (d GAS-FIREL7..... ACE OR BROILER AFUE 94%, e0r 0+) AIR toi.046E H4"AT PUMP HOFF 10.0/14.0 SER COOLING, Or (4) GROUND SlARaE HEAT PUMP COP 3.5 or DEERGY STAR RATED N1101.4 SOLAR INTERGON4E1-TION PATHWAY A SQUARE METAL JUNCTION BOX NOT LESS THAN 4 INIGNSS BY 4 INCHES NTH A METAL BOX COVER SHALL BE PROVIDED WT'HIN 24 INCHES HORIZONTALLY OR VERTICALLY OF THE MAIN ELECTRICAL PANEL. A MINIMUM 4 -INCH RU&ID METAL RAGENAY SAV- EXrENV FROM THE JIMGTUON BOX TO A GAPPED ROOF TERMINATION OR TO AN ACCESSIBLE LOCATION IN THE ATTIO WITH A VERTICAL CLEARANCE OF NOT LE55 THAN 36 INCHES. HERE THE RACENAY TERMINATES IN THE ATTIG, THE TERMINATION SHALL BE LOCATED NOT LESS THAN 6 INCHES ABOVE THE INSULATION. THE END OF THE RAOENAY SHALL BE MARKED AS "RESERVED FOR SOLAR.' EXCEPTION, IN LIEU OF `? INCH MOD METAL RACEWAY, A MINIMUM 610 COPPER a-AIRE MIG GABLE INSTALLED FROM THE JUNCTION BOX TO THE TERMINATION POINT INCLUDING& INCHES ADDITIONAL ARE IS PERMITTED." NO -70 BUILDING AREA FLOOR AREAS: MAIN FLOOR 142 UPPER FLOOR 1026 TOTAL 1168 GARAGE 5-16 COVERED PORCH 541 SHEET NDEX "• • • C5 COVER SHEET 4 GENERAL �O,T;! , 1.1 FOUNDATION PLAN • 12 HOLDOWN PLAN ' 2.1 MAIN FLOOR PLAN 5,1 UPPER FLOOR FRAMING PLAr4 4.1 UPPER FLOOR PLAN • • • 5.1 ROOF PLAN 6.1 EXTERIOR ELEVATIONS *GOP DI FOUNDATION DETAILS �•• D2 STAIR DETAILS D5 FLASHING DETAILS •""• • D4 DOOR DETAILS • • D5 WINDOW DETAILS D6 INTERIOR TRIM DETAILS E.1 ELECTRICAL PLAN 'V I-5--3_r�AR_ GARAGE OPTION UKI MAIN FLOOR-DECY OPTION f 7 • 0 �wCq00 fn 00 W o0)N _ZEQT- ICU i I r Z LN oW�3Lo N QheZ 0)'t � Lu uQ J U N 0) `O`�N(1) rNr- (` at 4i M OSON E Iz a N W Z C N (7 U C In \ N L to Q ocan_ m 19 Ru 9 • •O• •�• 000 41V44•0• • •ITT,• �••••SEyE11PROffff i•• • • • • �Rt 25,TR�� • 99<Ss v� � • • :Y19NF:N: 685/ • 05/11/22 CAIS NOTE:: 5/6.0x10° AD, W 6" GONG. AALL 9".3"x0229' WASHERS 3000 PSI MIK TO MEET IRC 40"oc. 2° .1-11I/2' EXPOSURE REWIREhENT5 - MIN. FROM CORNERS, NOTE THAT 2500 P51 MIN 15 JOINTS, OPENIN65 SILL REWIRED PER STRUCT. ENDS, ETC. EMBED 7° MIN. SPECIFICATIONS - NO MXCEFr A5 NOTED ON SPECIAL TESTING, NEEDED. SG+EDULE ) HANGER PER JOIST MANUF. + .-SOLE PLATE NAILING K/ VAPOR BARRIER AT pgt e � END OF JOIST (W 7 -.-"LL NAIL TO SOLE PLATE UPER SW SCHEDULE (PER E.ORJ 2x SILL PLATE TREATED ul WITH BORATE -;� PRESERVATIVE. HOLD TO M4 CINSIDE FOR HANGER ,SEE CONT. a TOP - -, � NOTE ON PAGE GS (COVER), I-1/2' FROM EXT CONSTRUCTION MATERIALS FACE OF STEM_ = ' DAMP -PROOFING, mu- WHERB RI -x!, D BY M4 CONT.® 501L5 GOND. BOTTOM -;_-S°0 DOYALSPOIIT (MAX. Ib' oz) v $ _ _ DRAIN T16W LINE •4 VERTICAL rye- 4 =1 ..[WI PER APPROVED BAR /WHOOK - . f� „.:: DRAINA6H PLAN, IN FT6,46,04. _. KEEP SEPARATE TO TIE INTO _ FROM FOOTIN6 C.ONTFT6. yI b'- 6) -4 •. DRAIN BAR No VOT' 7V g• SETTING) CONT. O\ df BOT FT6.\ 1 NOTE - IF RECIARED BY 6OVERNIN6 JURISDICTION OR PROJECT SPEGIFIGATIONS. PROVIDE 4.0 PERFORATED FOOTING DRAIN W FILTER FABRIC. IN FREE DRAINING FILL. 1.1 SCALE, FOUNDATION DETAIL Nrs PORCH SLAB •4 BAR • 5LOPE 1/4' 56.104. PER LIN. FT •4 REBAR COWIN. MAX AT PERIMETER Or- PORCH FPORCH SLAB -1 I I=1 i•''� I I I=1 11=1 14 1I II I_II I d� Lu_ - J I-%4 REBAR ` CON71N. L 6 PORCH SLAB EDGE NT5 51MP50N ST22 VDInGAL 57,M ON INSIDE OF WALL APA RATED Sr ATHING -- -TAW 060, NAIL 9EATH* YU Bd wMNONN NAILS • 9'o ALL PLATES, IFADBM / 51M 1401'oA.X C=- I-J015T BLOGKIN6- SCREW OR NAIL ABOVE PONY HALL • 6' 04, COR10I6ATED I BOARD OR EQUAL. SECURELY d! .II91'x9" • 6'a.c. e.� e4 CONT. • TOP FTN6. NOTE, HANGER SEE 3/12 FOR BRA IN6 AT DOOR LOCATIONS • 4' AND ABOVE, TYP. - AREA PROVIDE 7A6" OSB WALL i 2x4 • 24" oz. SNEATHIN6 IF STUDS ARE € PONY WALL k OVER 40' TALL FLOOR 1/2. OR 5/6110 P.T.2x4 AM. • 6'cn. _ 4" PVC PIPE :1- r EVERY 8'-0" HEADBL MFWT0Will! ! S MATCH 1 IJ015T5. BLSTIR AT 2'-4' U 16" nCOW. • of BOT. FTS. 2 150LATED FOOTING DETAIL SCALE, NTS T U. CRAWL SPACE OPENING NT5 --- _ EXTBO HEADBt OVER WALL NAIL SIEhTHINS TO HEADER • 9 ca EA DIFMTION W 2 x STND9 Y" r' ROM HAIUMS { NOTE, MOPE STUDS MAY TE REWIRED FM RAM W /4 _- JIM FOOTING 1W W 4 TOP / BOTTOM ~1 PORTAL FRAME DETAIL SGALENT5 PERMANENT BAFFLE -.; 2x6 EXTERIOR WALL WAX COATED 4 COR10I6ATED PLATE PER SYN SGHEILLE BOARD OR EQUAL. SECURELY d! FASTENED TO - 5IMP50N SM14 I%TAL.W e4 CONT. • TOP FTN6. OVBt OSB SWAYING WITH HANGER 10d CONTION OR led SINOIS AT DOOR LOCATIONS W2X PLATES, NAIL - AREA %EATXNG TO EA JOIST MFR N PLATE BOLT YUW S& DIA -2x6 CEDAR ABOLT T MIN @SED W /4 _- JIM FOOTING 1W W 4 TOP / BOTTOM ~1 PORTAL FRAME DETAIL SGALENT5 PERMANENT BAFFLE -.; 2x6 EXTERIOR WALL WAX COATED EDGE NAILING, TO SOLE COR10I6ATED PLATE PER SYN SGHEILLE BOARD OR EQUAL. SECURELY (PER EA.RJ FASTENED TO HOLD TO FOR JOIST e4 CONT. • TOP FTN6. J015T5 HANGER FNDN. VENT 100 W. MTILATION AT DOOR LOCATIONS HANGER PER - AREA METAL FLASHING, JOIST MFR N - m MiN. 6" NET -2x6 CEDAR ;• CLEARANCE FINISH GRADE TO FLOOR - BOFCOM OF 91DIN6 -�FNON. INSULATION VENT HELL _ _I IF hew - 6 MIL GLASS I BLAS I �I II TYPICAL NiOGR COYaiRUCnON I • VAP ARETOR RDER i THIzouGHour CRAWL - SPACE , CRAWL 5PACE VENT DETAIL 9GALE, NTS SHEARWALL SCHEDULE NAIL SPACING 15/8" DIA NAILING AT SOLE PLATE MARK SHEATHI EDGE I FIELD A.BOLT SPA RIM/BL.00KIN6 NAILING Ox 5=5 ® 9I1 �51DIN6 PER ELEVATION 91MFWN AM COI" P.T. POST -� -WILDINN6 PAFER 2X& P7 PLATE, ATE, NOT f� EXCEW 7-5/4" HOLD TO FOR JOIST ONE SIDE TO TOP OF THRESHOLD TO ABOVE PORCH SLAB HANGER VOL. AT DOOR LOCATIONS HANGER PER �Ey METAL FLASHING, JOIST MFR N Wl24 VE TCAL -2x6 CEDAR I kjSTA .191 �T7�Te'_' ------_ _ FROM THIS GORFER ----°-�--- I �I II TYPICAL NiOGR COYaiRUCnON I • PORCH SLAB i e .><4 BAR AT 18' oz. ISOLATE I-JO15T FROM n (DRILL STUB OUTS) CONCRETE W 9016ASP q IC2" I-.b15T5 0 92" oz. -NATE, SEE FOUNDATION I" DETAIL(W AND FOR FELT PAT R OR FELT PAPER OR EQUIVALENT - I e,• AND AB. INFORMATION AT RAISED FOUNDATIONAT RAISED FOUNDATION �1015T5 NTS - i o SHEARWALL SCHEDULE NAIL SPACING 15/8" DIA NAILING AT SOLE PLATE MARK SHEATHI EDGE I FIELD A.BOLT SPA RIM/BL.00KIN6 NAILING Ox 5=5 ® I] -TAb"OSB 91MFWN AM COI" P.T. POST -� DAM PER PIAN LTP4 EA35 CLIPS (2) ROWS ADJOINING PLYM P2 ONE SIDE 2"o c. 12"o.c. VOL. 016,04. PROVIDE 122x12' FIL46TBt �Ey AT PORCH WRNER POST . F I1 Wl24 VE TCAL i I kjSTA .191 P4 Tnb" 056 4"o4. 12"o.c. 24"oc. LTP4 CLIPS .131x3 ® 9" ONE SIDE ® IWOZ. 05BLTP4 CLIPS 131"X3" ®b" P6 ONE SIDE b"o c. 12"o.c. 48'oa. a_24'cx, I. NAIL ALL 0513 WALL5 WITH 8d COMMON (.151° DIA. x 2 1/29 NAILS. BLOCK ALL 055 5FEAP4 ALL ED6E5. 2. NAIL ALL LTP4 CLIPS WITH 8d COMMON 031' DIA. x 2 1/2") NAILS. PROVIDE (.131'(39 TOE NAILS 0 6"oL. FOR TOP PLATE NAILING IN ADDITION TO LTP4 CLIPS. 0. TYPICAL EXTERIOR -1/16" 058. 5PACE `!AILS AT Wok. EDGES, 12"oc. FIELD. 4. TYPICAL ANCHOR BOLTS. 5/8" DIA a 46'o.c. (EMBED T) UNLESS OTHERWISE NOTED. PROVIDE 3".3'x229" PLATE WASHER5 ON ALL ANCHOR BOLTS. PLATE WA514ER5 ARE REQUIRED TO EXTEND TO WITHIN%"OF THE EDGE OF THE BOTTOM PLATE ON THE 510E(5) WITH 5HEATHIN5. 5. ALL FRAMING HOLDOWNS AND CLIPS TO BE SIMPSON BRAND OR EWIVALENT (b. DO NOT OVERDRIVE NAILS INTO SFEATHIN6. 7. ALL NAILS INTO PRESSURE TREATED LIBBER TO BE GALVANIZED. 8. ALL 5HEARWALL LUMBER TO HF OR DF. NOTE: SEE SHEAR WALL 96 EDU.E FOR BOLT SPACING, PAGE 1.1 FOR HOL120M LOCATIONS AND 2.1, 9.1 4.1, AND 5.1 FOR ADDITIONAL STRL4=1RAI_ DETAIL -5 ALL SEAMS OF 02 OR W NI AkLESS OTHERAI5E NOTED ALL 61RDEOR JOINTS SHALL OOaW OVER SUPPORTS, AND THE ENDS OP 61ROER5 AND BEAMS SHALL HAVE NOT LE55 THAN 5" OF BEARING. ALL JOISTS TO BE q 1/2' 1-J015T5 • 92' OC. •UNLEfi NOTED OTHERWISE FRAMER RE5PON515LE FOR OFF -11 INS JOISTS FOR PI LMBINS DRAINS FRAMER RESPONSIBLETO TRACE POINT LOADS THROUGH TO FOUNDATION AND PROVIDE 50LID BLOCKINS OR POSTS AS NEEDED FOUNDATION KEYNOTE5 GPROVIDE GLASS I - b MIL BLACK VAPOR RETARDER THRU-OVr ENTIRE CRAWLSPACE. 16 -W O. 10' CONCRETE PAD = •4 EA O24 24",ix 10' CONGRETH PAD w/(2) a4 EYL SO=30.71. 10" CONCRETE PAD w/(9) 04 EA. O9 STUB OUT •4 BARS • 15" oz. FOR CONCRETE PORCH OR PATIO. 4 18" x 24' CRAWL SPACE ACCESS\ INSULATE AND WEATHER-STRIP O4' CONCRETE SLAB W STEEL TROWEL FINISH ADEWATE TO SUPPORT A WHEEL LOAD OF 9000 LBS. FLOOR TO SLOPE 5" FROM BACK TO FRONT. PROVIDE 6 MIL POLY VAPOR RETARDERL M SLAB. C.6 Nor U3TV O NOT VSH7 O39° OWK OUT FOR MAN DOOR 1,q TYP. GRAN`L SPACE VENTS. FER 8A.1 CRAWL SPAGP VENTILATION - SEE DETAIL 5/I.I FOR VENT DETAIL5 8406.1 VENTILATION. 1/1500 ALLOYED WITH 6 MIL BLACK POLYETHYLENE. ONE VENTILATING OPENING SHALL BE WITHIN 5 FEET OF EACH CORNER OF THE BUILDING, EXCEPT ONE SIDE OF THE BUILDING SHALL BE PERMITTED TO HAVE NO VENnLATION OPENIN65. THE REPL CTION VENTILATION AREA IS NOT ALLOYED FOR NATURA-Y VENTILATED GRAYIL SPACES IN NEW GON57RUCTION IN BAKER, CLACKAMAS, HOOD RIVER WLTNOMAN, POLK, WASHINGTON AND YAMHILL GOUNTIE5 WHERE RADON -MITIGATING, CONSTRUCTION 16 REWIRED. REDUCED \/ENTtLATION CALOLATIONS =1Z-1 • o.4q 9Q. Fr. REWIRED 1500 TYP. VIM = 7"x14' PROVIDING 100 50. IN. FREE OPENINI6 AREA TYP. VERT- 100 50 IN • .64 sFT 144 s 0.71 " (1) -mNr5 REWIRED 6 VENTS ARE SHOlM1 VENTILATION CALCULATIONS '742 50 - 444 SQ. FT. REWIRED TYP. VENT = T'xl4° PROVIDING 100 50. IN. FREE OPENING AREA TCP. VENT= 100 5o IN =• .69 `so FT 4.44 • 7.16 • (6) VENTS REQUIRED .61 8 VENTS ARE REQUIRED 1 ..4' 4 A 0 PER I] mm 91MFWN AM COI" P.T. POST -� DAM PER PIAN PER PLAN #4#W". O $4924 -AT PORCH SLAB b' MIK PEtIMISt KAL \ i 1F - PROVIDE 122x12' FIL46TBt _ • .:.. .. `•. AT PORCH WRNER POST . F I1 Wl24 VE TCAL RF001IN6 PER . " . . Y f K 5 PORCH SLAB 4 COLUMN FOOTING NTS NOTE: TYPICAL EXTERIOR YQALL TO BE CONSTRUCTED PER SCHEDULE PAGE 1.1 AS PG, 514EARAALLS UNLE55 NOTED OTHERWI5E 8'-6 6'-8 1/4° I� c I] MAILER STRIP I FOR 5DING GARAGE SLAB I O I - - -• 61-517/0, W-0. i .2" FRONTIER ONDUIT CONDUIT-2" r_ � •2'1,111,451 I i I kjSTA RT ELIY. .1 � ------_ --- FROM THIS GORFER ITx+1s• • <- I �I II 11 . / OTTCM W r4r+ TOP PIGOT" BC I 1 1 I _ CONTINIOUS FOOTI i - l I w/ F°ONY WALL n I q IC2" I-.b15T5 0 92" oz. II 24' CRAWL_` •. C1Rj>+AC ACCESS BI GRI,PlL SPACES - i o 10'-6 1/4' 8'-6 6'-8 1/4° I� c �4 dJ ...."-4 1/2" 1'-4 I/2' 16'-9' 19'-0" • 5'-0" C24,-0" FOUNDATION FLAN SCALE 1/4" - V -O" I L A 4.1 1 3 I I I I I I I I] MAILER STRIP I FOR 5DING GARAGE SLAB I O I TION 42.42x10 W_ CONDUIT (eJ w EYL �.. i .2" FRONTIER ONDUIT CONDUIT-2" r_ � •2'1,111,451 I CONDUIT . - 1 - ELIY. .1 � IJ NDLIT ITx+1s• • <- 11 . / OTTCM W r4r+ TOP PIGOT" BC I �4 dJ ...."-4 1/2" 1'-4 I/2' 16'-9' 19'-0" • 5'-0" C24,-0" FOUNDATION FLAN SCALE 1/4" - V -O" I L A 4.1 1 3 I I I I I I I I] MAILER STRIP FOR 5DING •••••• • • •• •• W cd WN00 0) ZLI_Q� LU Q' 7 L W LO Lu c �Z J Lu In 0 Q0)J O N 0) O,N0) 0N E 040 2 Qc 0l C •� �O L lC) 0 11• 00(L DQE In PRO,r • • • �,nul!,t�r�Aj!�` �� • • • I.1wxN:ti: Frzs(23• f • •• • •• • • • • • A-0. 0055/'111 /2C'22 LJ C3 IJ ROUGH OPENING, OUT510M OORNER SHEARWALL PER PLAN FOUNDATION BELOW 5HOMAI FOR OPENING, WITH DBL STUD ONE TRIMMER REWIRED SHOMN FOR OPENING WITH ONE TRIMMER REQUIRED ADD 1-1/2" FOR EA. ADDL. 9h r 2x6 EXTH2IOR NALL TRIMMER OR STUD REQ'D. c RO. j DIM PER v a 5/6" FLOOR PLAN m nDIM ry 5 T/6'^�- POINT FRAMING 15 PARALLEL QQSTRAP DOOR JAMB Slmllor" of Rim Joist Instal.ation . RIS) JOIST TYPICAL STRAP WOOD DOOR R.O. TYPICAL HDU DETAILS glEATHE P AS P4 SH NT5 ' ROUGH OPENING, OUT510M OORNER SHEARWALL PER PLAN FOUNDATION BELOW 5HOMAI FOR OPENING, WITH DBL STUD ONE TRIMMER REWIRED ADD 1-I/3" FOR EA. ADDL. r 2x6 EXTH2IOR NALL TRIMMER OR STUD REQ'D. f RO. j SHEATHING AND v a m m nDIM DIM POINT 5 T/6'^�- POINT ROUGH OPENING, OUT510M OORNER SHEARWALL PER PLAN AND SCHEDULE � FERNAIL IHINHTO EW RRAAIMIII G OL(2) STUDS NE DBL STUD FIE2 SHEARNALL 1 DETAILS SCH U —TIWBER STRAND RI)) BOARD 2x6 STUDS e 16"O.G. SWPSON HTT6 SHEATHING AND S'2 51 a HOLDO NAILING PER FRAMING 15 PARALLEL QQSTRAP _ . RIS) JOIST j $ITMPSD66)6d �N�. VVNNNAIL ((SHEATHING iI glEATHE P AS P4 SH yy�Wy TO ((2)) WAIL STUDS PEEIR EDGE NAfuNG RSH SCHEDULE AHOLTS PER 4 LTS THREADEDJ - 5/0' ALL -THREAD SIMPSON HTT5 OONNECT ENDS OF SCHEDULE 7" PH94EARWALL BRIDGING, TO SIDE EMBED tSCHED 2X PLATE AS y(A SIMPSON SSTB24 5"xs°x5/16" SINKERS A.BOL .PER PLATE AASI — SIMPSON SSTB24 A.BOLT PER SCHEDULE {llr 1 POUNDATION -- CONCRETE EDN WALL i CONCRETE FDN WALL HTT OR HW AT SHORT WALL HTT OR HDL AT TALL WALL (LESS THAN 24" TALL) (GREATER THAN 24" TALL) _ TYPICAL PONY WALL CONSTRUCTION WHERE GRADE REQUIRES SCALE: NT9 WHERE FOOTTNb SI -.TION °A" IS MORE THAN 6'-0", PROVIDE 2'-O"MIN. METAL TIE 16GA X 11/2' X 4'-0" } MIN., EACH SIDE A/ 6-I6d COMMON NAILS EACH 51DE OF SPLICE FOODN5 SECTION 'A' a EXTEND HORIZONTAL HALL REDFORLING, INTO STLYP® POOTING FOOTLNs BARS 2'-W NOTE: PF REFERENCE ADDITIONAL POW WALL DETAILS FOR HOLDOMAI CONDITIONS _2 STEPPEFDETAIL ETAIL SCALE: N75D ]DETAIL PORTRAYS J015T PE MS01CNILAR TO PONY NALL IN SOLID LINES -I DASHED LINES INDICATE JOISTS AND BLACKING AMEN RUN PARALLEL TO RIM AND NAILING -- FIE2 SHEARNALL 1 DETAILS — 2x6 STUDS e 16"O.G. ` MAIL BRACE TO SOLID SHEATHING AND S'2 51 a BLOCKIN6 5ETYE£N JOISTS WHEN FLOOR NAILING PER FRAMING 15 PARALLEL SHEARWALL rI TO PONY WALL SGF�AF iI DIA PROVIDE ONE RON OF 2X4 BRIDSING, AHOLTS PER 4 LTS 2xb BRACES ttr O 46'0.0. WO) OONNECT ENDS OF SCHEDULE 7" 16d EACH END BRIDGING, TO SIDE EMBED _ 2X PLATE KALL STUDS A/ (5) 16d 5"xs°x5/16" SINKERS PLATE AASI — pp .:I.1 TYPICAL {llr y� - POUNDATION NALL PER x ZeµyI DETAIL 1/1.1W iM m TALL CRAWL SPACE PONY NALL DETAIL 9 SCALE- NTS NNL DOUBLE SRIVS TOSETHM W.131,9'e WOc. HD2 HOLDONN DETAIL SCALE, NTS 4x6 DF P05T NAIL SHEATHING, - POST PER w6E KNI-INs ON SHEARAALL SCHEDULE A. SOLT PH1 SCHEWIEJ NAIL SWATHING TO (7) 5TUDS FER msE HAILING ON 5VEARNALL SIMPSON HD(5 1044) W91144 U2' 5C.R6'S INTO (2) STUDS SIMPSON 66TO24 ANCHOR BOLT 14 EA SIDE OF HCLDOYN SIMPSON H= K*O) SD51/492 1/2' SOMAS VB' ALL -THREAD YY SIMPSON O4T116 GOLALER 12: 3X6 V130CAL 520J4 BLOCK ADDED TO RIM SIMPSON SB -U24 AN -440M BOLT 04 EA SIDE OF HOLDOAN 4 HDU5 HOLPONN DETAIL SCALE: NTS AO NOTE: TYPICAL EXTERIOR WALL TO BE CONSTRUCTED PER 5CHEDULE PAGE 1.1 A5 PG, 5HEARKALLS UNLESS NOTED OTHERWISE 5 17/6'-. 21-6 1/4' 3'-4' :-S T/6' IT) GC 00 N W N Z T .,c Z 0 W my W(n 3:N � Z j't J UA '�J 0 N W O''N�, INNO,N�n � M E) C' x G N 6 cl W U FO O o •� O U7 i LO li p cl co a m HOLDOWN !=Or-,AiION FLAN 50ALE 1/4" = I'-0. 15- DEEP CARNET OVER MIGRO/HOOD 18' TALL W W:a-PERS 24' TALL W B6°1"MRS 3q• I2° 30° 24' FFILLER 50' TALL W 42' UPPERS REF., �"�• MI O' MIN.�- JISHE7 ;ENIN• �iAN6�C17FOOR so �i Fp" A KITCHEN SCALE. 1/4"=I'-0' PROVIDE m CORER ACCESS -206 .M 1X6 SAS BALKER INSNUL.ATE WHEN AT - E%THRIOR WDLL _ CONDRION TYPICAL PARNTION TO VAALL TYPICAL CORNER YM INIBI5EGT10N AM BAGQNG BACKING AT INTMOR INTEROR OR EXTMOR KAL S OR EXTERIOR WALLS �1 TYPICAL WALL FRAMING DETAIL SCALE, B/4"•I'-0' 24" + 50" 16, r_'� KITCHEN I G BLAND SCALE° I/4'=I'-O° MAIN FLOOR KEY NOTES MAIN FLOOR Q V r- GARAGE 4 ry a r m SECTION 8-5 SCALE 1/4" a 1'-0' 1 ..4. -1 ^O NOTE: NOTE: CABINET SIZES PROVIDED ALL INTERIOR NON-BEARING WALLS FOR DESIGN INTENT - CONSTRJICTES WITH 2X4 STUDS 24' O.G. VERIFY WITH CABINET ALL WALLS OPEN TO BELOW TO BE FRAMED SHOP ORAWIN6S 16' O.G. FOR OSHA COMPLIANCE SEE SHEET 1.1, 1.2, 9.1, a.l, AND 5.1 FOR OTHER STRUCTURAL DETAILS AND SHEAR WALL CONNECTIONS ALL WINDOW HEADERS T-10' AFF. WITH W' PLATE UNLESS NOTED OTHERWISE ALL WINDOW HEADERS T'- UNLESS NOTED OTHERWISE2" A.F.F. WITH 8' PLATE TYPICAL EXTERIOR WALLS TO BE UNLESS NOTED OTHERWISE P6 5MARWALL ASSEMBLY U.NO. SEE PAGE D9 FOR WINDOW INSTALLATION DETAILS .e..610 O 30x50 90x50 SH SH V v� 0 I t PARTIAL flIBHT - I STAIR � a A 4'- 4.1 r gym_ DN IR I I II � II � DINING II II ' II k II � I 6REAT ROOM 5, Z, �TOKAL 46' I 1 SILT.ON AdR R r. T>ETAJL9 ON m) L I iv II � II KITCHEN I I -L�/• 4ANTRWY 2"ory 7F, g24 1/2" 5110• 16R -_-_-_- = E !f8 �I r" Qi T - H 26 f ENTRY NH / . 10 D P2 �n BO T L4° O 8,_II. ��• �R"�TRe BGN°rM1 I I II I II GA I I II PORCH I II II II --------------r--------- ----- ELECT METER L -------T---------- ¢-2x6 WALL I I&Ox'I�O.H. DOOR MA50WRY VENEER ONLY WHEN SPK.b I'-6' _ 16'-0" (SEE ELEVS. PAGE 6.1) 19'-0' MAIN FLOOR FLAN 5C,ALE 1/4' - 1'-0" 5L0" I 4 0 6666 6666•• • 4 •1 ••i9 Q N • • ••69.0 • C9 . GC of C'4 00N00 W oN ZE<04 L7 L W °I- 7 L WN3N beZ j� J Wre) 0 0 0) 0 N 0) 0) 0) ¢ON e N z=o dN C I o •��O 1 • Md � Q m We • 9 • vx•INeti- erzv • 05/11/22 MAIN FLOOR511' Gf a GARAGE 3-f6 sf 22 ,ul COVERED PORCH 6_ 0 O1/2 WALL OR RAILING PER DETAILS ON 122 SEE 5PFLIFIGATION 1 INSULATE KIM JOIST LOOATIONS O EXHAUST FAN, VENT TO OUT BATH OR LAUNDRY FAN 90 GFM LIGHT -FAN COMBINATION 80 CFM -(2) 2xb ROOMS WITH BATHING FIXTURES TOP PLATE 60 CFM A/ TIMER - R-10 RI61D 4x HEADER ALL BATHROOM EXHAUST FANS TO INSULATION 2 _+ I Be LABLED ENERGY STAR PER NI1053.1 2x6 MAILATE SMOKE DETECTOR INTEIP- E) IIL=IAJ�1E EXT. Y1ALU � BArKL CONNECTED vV BATTERY BACKUP. TERM 4 18' x24' CRAWL SPACE AC-Ur6 INSULATED HEADER DETAIL IN5ALATE AND MATHER-STRIP _ SCALE: 3/4"=I'-0' ® DIRECT VENT FIREPLACE VENT TO OUTSIDE TOP, VERT TO MT5I1M OGOOK 6 KITCHEN FAN 150 CFM MINIMUM %' x %' OPROVIDE LANDING AT ALL EXTERIOR DOORS O NOT USED ® PROVIDE T16W FITTING 1 5/8' SOLID WOOD DOOR (20 MINJ ID PROVIDE NOT WATER TEMPERATURE, EXPANSION TANK AND PRESSURE RELIEF VALVE TEtMINATIN6 OUTSIDE. II ALL SCURCES OF IGNITION TO BE A MINIMUM OF W' A.F.F. PER DETAIL 14/DI O PROVIDE SEISMIC STRAPS AS PER DETAIL 14/DI oGGUPANCY SEPARATION - iB THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA. BY MIN. 1/2' 6411B. THE 6ARA6E SHALL BE SEPARATED FROM HABITABLE ROOMS ABOVE BY MIN 5/6" TYPE 'X' 6WB WALLS SEAMS AND COLUMNS SUPPORTING THE ROOM ABOVE SHALL BE PROTECTED BY MIN. I/2" (9108 OR E-CJUI VALENT. FIRE TAPE ALL JOINTS. 14 CARBON MONOXIDE ALARM 1/2' GWS ON WALLS AND 15 CEILING OF 5TORA6E AREAS BOLLARD 5°0, 96" H16H, FOR 16 APPLIANCES IN 6ARA&E MAIN FLOOR Q V r- GARAGE 4 ry a r m SECTION 8-5 SCALE 1/4" a 1'-0' 1 ..4. -1 ^O NOTE: NOTE: CABINET SIZES PROVIDED ALL INTERIOR NON-BEARING WALLS FOR DESIGN INTENT - CONSTRJICTES WITH 2X4 STUDS 24' O.G. VERIFY WITH CABINET ALL WALLS OPEN TO BELOW TO BE FRAMED SHOP ORAWIN6S 16' O.G. FOR OSHA COMPLIANCE SEE SHEET 1.1, 1.2, 9.1, a.l, AND 5.1 FOR OTHER STRUCTURAL DETAILS AND SHEAR WALL CONNECTIONS ALL WINDOW HEADERS T-10' AFF. WITH W' PLATE UNLESS NOTED OTHERWISE ALL WINDOW HEADERS T'- UNLESS NOTED OTHERWISE2" A.F.F. WITH 8' PLATE TYPICAL EXTERIOR WALLS TO BE UNLESS NOTED OTHERWISE P6 5MARWALL ASSEMBLY U.NO. SEE PAGE D9 FOR WINDOW INSTALLATION DETAILS .e..610 O 30x50 90x50 SH SH V v� 0 I t PARTIAL flIBHT - I STAIR � a A 4'- 4.1 r gym_ DN IR I I II � II � DINING II II ' II k II � I 6REAT ROOM 5, Z, �TOKAL 46' I 1 SILT.ON AdR R r. T>ETAJL9 ON m) L I iv II � II KITCHEN I I -L�/• 4ANTRWY 2"ory 7F, g24 1/2" 5110• 16R -_-_-_- = E !f8 �I r" Qi T - H 26 f ENTRY NH / . 10 D P2 �n BO T L4° O 8,_II. ��• �R"�TRe BGN°rM1 I I II I II GA I I II PORCH I II II II --------------r--------- ----- ELECT METER L -------T---------- ¢-2x6 WALL I I&Ox'I�O.H. DOOR MA50WRY VENEER ONLY WHEN SPK.b I'-6' _ 16'-0" (SEE ELEVS. PAGE 6.1) 19'-0' MAIN FLOOR FLAN 5C,ALE 1/4' - 1'-0" 5L0" I 4 0 6666 6666•• • 4 •1 ••i9 Q N • • ••69.0 • C9 . GC of C'4 00N00 W oN ZE<04 L7 L W °I- 7 L WN3N beZ j� J Wre) 0 0 0) 0 N 0) 0) 0) ¢ON e N z=o dN C I o •��O 1 • Md � Q m We • 9 • vx•INeti- erzv • 05/11/22 MAIN FLOOR511' Gf a GARAGE 3-f6 sf 22 ,ul COVERED PORCH 6_ 0 - SOLE PLATE NAILING SOLE PLATE NAILWS- PER SA SC ELIA.E Fm SchEDULE SHEARP ALL BOSE RIM JOIST NAIUNb .101>t9' TOE NAIL 0 6. O.G. LAP PLYWOOD t " ON RIM JOIST �� SfEARWALL FOSE - - NAILING SIMPSON LTP4 SOLE PLATE NAILING PER SHEARPIALL PER SGV®ULE Sc+®11LE SHEATHING AND OPTION TO ELIMINATE ASBA.TP4 GLIF5 HAILING PER -2x& P.T. PLATE SaBota 35d+5027.4' AT M!Pt J968h 114 W PLATE &E R - 5/6' AHOLTS PER NAILS OR SCRB'G 51ff.ARYULL SGF�H.E ca15TRUcna+ N0� I BM T' MIN • 4' o� z II p—ALION TOPPLAETOII�LHN6�\ JOIST OR PER KIN60VER L INTERIOR S+EAQWALL AT MP4 SHEARNIALIS PER PLAN (DLb $ P4 5HEAR1ALL DETAILS Nrs TWO ROWS IOd NAILS 0 6' 04. - NAIL.101575 TOGETHER YV .IBbS' • B' oa DOUBLE JOIST OR (2) ROWS BLOCKING L' LPT4 I A55 PER 5W SCHEME .. 2X6 PLATE B50'x27R' PLATE WASHER 5/B' ABOL.TS PER SHEARY+ALL SOEIIA.E Emom T MIN 9 V �2 F2 5HEAR HALL DETAILS NT5 4L STRAP �,-- SIMPSON t5T40 STRAP PEt PLAN YV A -016d 5QKBR 414&r S 1/47 EACH BAD IMO DOUBLE 5n10S NAIL 5711125 TOMHER YVV.151d'•4'- 2c4 BLOCK+EXT TO RIM JOIST OR RIM 51EARAALL SHEATHINS 1 NAILING PER PLAIT 4 M5TA45 DETAIL NTS PRWOE ONE 51W FOR EACI1 STRAP. NAIL 050 TO 5TUD PER EDSE NAILING ON SHEARKALL SC+®LIE. 0516 STRAP SINGLE OR ]7011BLE PER PL.41. '6 YV 06) Bd NAILS EACH END. Llm FWA—AWADIER. PER PLAN 3 CSIb HOLDOAN DETAILS NT5 GENERAL FRAMING NOTES • ALL HEADERS ON MAIN FLOOR TO BE 1-10' AFF UNO ALL HEADERS ON UPPER FLOOR TO BE T'-2" AFF VNO • ALL HEADERS AND BEAMS TO BE DF2 OR HFN UNLESS NOTED OTHERYHSE •HEADERS REQUIRE ONLY ONE TRIMMER 5'R1D EACH END, UNLESS NOTED OTHERWI5E • PROVIDE BLOCKING BETI MN J015T5 OVER ALL SUFFORT5 • ROOF FRAMING MEMBERS TO BE • 24" O.G. UNLESS NOTED OTHMNSE • ALL WALLS OPEN TO BELOA TO BE FRAMED d 16' O.G. FOR OSHA GOMPLIANGE • • C===r,ATE5 LOAD BEARING INTERIOR AALL5 INDICATES FRAMED MALLS ABOVE • FRAMER RE517ON515L= TO OFFSET JOISTS FOR PLUMBING DRAINS • SEE SHEET 1.1 FOR SHEAR MALL 5GHE71JLE AND ADDITIONAL DETAILS • OOLUMNS TO BE (2),2x STUDS N.N.OJ • JOIST3 TO BE W I -JOIST • 24" O.O. TYPICAL UNLE55 NOTED OTHERWISE • ALL MULTIPLE I5EAMEVMFADER9 SHALL BE MAILED 706ETHIE R WITH TWO ROWS OF .101X3' ®' 12' O.G. a m Y ._ FRWIDE OPE STUD FOR EACH STRAP. NAIL 050 TO STW PER EDGE NAILING ON SiEAR411ALL ScAEDLILE. BEAM PER PLAN v ry NOTE: TYPICAL EXTERIOR AA" TO BE CONSTRUCTED PER 50HE12ULE PAGE 1.1 A5 Fb 5HEARAALLS UNLESS NOTED OTHERWISE I Q C+ 16,6114- 19'-5 3/4' c Y Q M START 7Nr FROM 15 CORNER • •••• • •••• C7 . Z-0(0 OCIr 00 W o °) N _ZE< W °+r ,=NOLo ui =Z>� J Lu C OT J O O�N M N0, N 0 y rOaO c T N11,6 �i u�N D •� v0 \ V1 6 w�o 0 0 CC) (L 1 0 41 6 �R �'rf'b•• 0••00 `S`��EUPAOFf. • •• • • � sr 7 PM R AT LOWER MIN& FRM11N6 05/11/22 UPPER FLOOR FRAMI NCS ELEV 'A' U. o SCALE 1/4" - 1'-0' - - - �— • )d I'm. IG?L5 09 \441,2 3— g+crFyp BO S 1/2x12 GL8 m -f 11.1. 141-ol PROVIDE ROOF TI01SSE5 AT LOYlER ROOF FRAMING UPPER FLOOR FRAMING NOTE: TYPICAL EXTERIOR AA" TO BE CONSTRUCTED PER 50HE12ULE PAGE 1.1 A5 Fb 5HEARAALLS UNLESS NOTED OTHERWISE I Q C+ 16,6114- 19'-5 3/4' c Y Q M START 7Nr FROM 15 CORNER • •••• • •••• C7 . Z-0(0 OCIr 00 W o °) N _ZE< W °+r ,=NOLo ui =Z>� J Lu C OT J O O�N M N0, N 0 y rOaO c T N11,6 �i u�N D •� v0 \ V1 6 w�o 0 0 CC) (L 1 0 41 6 �R �'rf'b•• 0••00 `S`��EUPAOFf. • •• • • � sr 7 PM R AT LOWER MIN& FRM11N6 05/11/22 UPPER FLOOR FRAMI NCS ELEV 'A' U. o SCALE 1/4" - 1'-0' - - NOTE: CA5INET SIZES PROVIDED FOR DESIGN INTENT - -----+ --- VERIFY WITH CABINET - - WASH !,Fb-RYER l SHOP DRAWINGS n• Ib• 21• Ia° 30• F BATH I 6 BATH 3 H LAUNDRY SCALP. 1/4' -P -V SCALE1/4•=1'-0" SCALE, 1/4'-1'-0' BAFFLE TO PROVIDE I" -, MIN. VENT SPACE ABOVE CEILING INSULATION FOR CRO55 VENTILATION. 1� ATTIC BAFFLES SHALL EXTEND PRE-MAN1PAGiUR® 6' VERTICALLY ABOVE TRI155E5 BATT INSULATION AND 12" ABOVE LOOSE FILL INSULATION .. TYFIGAL BUILDING MATERIAL5 UPPtR FLOOR le ROOF - - - _ _ _ NOTE: COMPOSITION SHINSLES ON 15• BUILDING FELT CEILINS INWLATION 1AW 055 SHEATHINS (IN CEILINS TTP) All INTERIOR NON-BEARIN& WALLS, FRAMING PER ROOF PLAN 9 CONSTRLCTW WITH 2X4 STUDS 2+'04. R-44 BLOYAI R BATF INSULATION w/ ALL WALLS OPEN TO BELOW FRAMED O VAPOR BARRIER T ry WALL NAT BEDROOM 2 16" OL. FOR OSHA COMPLIANCE 1/2" GYPSUM BOARD CEILING INSULATION SEE SHEET 151.2, TU 4.1, AND 5.1 EXTERIOR WALLS FOR OTHER DETAILS 2x6 EM. WALLS NALL AND SHEAR WALT CONNECTIONS WOOD SIDING PER ELEVATIONUPPER I'LOOR .. SHEAR WALL SCHEMLE PAGE 1.1 TYDRAIN WRAP OR BWAL -- - - - TYPICAL EXTERIOR WALL5 TO BE PLYWOOD OR 053 SHEATHING MAIN FLOORS r- F6 SHEARWALL ASSEMBLY L.N.O. R-21 BATT INSULATION w VAPOR BARRIER i - , ALL WINDOW HEADOTE DOTH110' RNIS Wlhl 1/2" 6YP5UM WALL 50ARD - r _ _ _ _ _ S' PLATE UNLESS NOTED OTHERWISE r- ALL WINDOW HEADERS T'-2" AP.F. WITH FLOOR 9' PLATE UNLESS NOTED OTHERWISE FINISH FLOORING PER SPECIFICATION -' $/4" T t 6 SUBFLOOR (055) FRAMING PER PLAN - O ENTRY R-30 BATT INSULATION w/ VAPOR BARRIERc - UF'FER FLOOR I:,EY NOTE r FLOOR O 1/2 WALL OR RAILING PER DETAIL ON D2 INSULATION SEE SPECIFICATION MAIN FLOOR O EXHAUST FAN, VENT TOOUT SIDE 2 BATH OR LARY UNDFAN 50 CFM LWIT-FAN COMBINATION 60 CFM R00M5 WITH 3ATHING FIXTURM. CRAWL II 6O GFM w/ TIMER ALL BATHROOM EXHAUST FANS TO BE LADLED ENERGY STAR PER N1105.5.1 OSMOKE DETECTOR (IIOv) INTER- CONNECTED H/ BATTERY BACKUP. ® DR VENT TO OUTS112E DY� CR ALA Y5 RI&HT OF WASHM BUILl�INCS aF-GT1ON CY-,&L TE°�'��STRI SCALE I/4' = 1'-0° O NOT USED O NOT USED O NOTLSED G CARBON MONOXIDE ALARM OINSTALL 7)(14" AIR GRILL ABOVE LA&$CMY ROOM DOOR I --4- -1 A 0 GLAZING SCHEDULE A ELEV LOCATION _ TYPE U VALUE I WIDTH jHmrHTf MATERIAL no 24'-O" _ V-3 9/4" 4 1/2° 1 sox So So%So SH SH �E6RE55 FhN BATH I �o -,< 111• 3�• O ON IP So BF L 16R m 54R a 51R r 54R So BF — a•So BF 4'-0 I/2° BEDROOM 4 BEDROOM 3 'G F4 yam E6RE5S E6RES5 - I R ` I Sox46 5oz46 II XO XO II I I II Ili II II O'n• m IN 0000•• 0000•• C7 . Of 04 00 LU U) 00 NJ N Z v3 Lu 0'+s 3 L W3N �Zj'* J ED 0 O 0 N 14)04 �O E0 N V) v D I o •��0 � Nim 0 M m • • BED;ZcOM II •0000• •••• s' -II 1/2" 2'-9' 4'-0 1/2" J I 3 O I I SHELF RBOYE 50 0000° 4 N�I� • 6/ /"0040 • • FAX, H \SEQE1l • • 51 • • • ►% 0111;er:. • . 23.1�p •• • 4R/ESV�� m -a— FhN BATH I �o -,< 111• 3�• O ON IP So BF L 16R m 54R a 51R r 54R So BF — a•So BF 4'-0 I/2° BEDROOM 4 BEDROOM 3 'G F4 yam E6RE5S E6RES5 - I R ` I Sox46 5oz46 II XO XO II I I II Ili II II O'n• m IN 0000•• 0000•• C7 . Of 04 00 LU U) 00 NJ N Z v3 Lu 0'+s 3 L W3N �Zj'* J ED 0 O 0 N 14)04 �O E0 N V) v D I o •��0 � Nim 0 M m • • •0000• •••• •00• •00• • •0•• • 0000° • • 6/ /"0040 • • 0000• � .. • P"QTff • s • \SEQE1l • • 51 • • • ►% 0111;er:. • . 23.1�p •• • 4R/ESV�� • • r.AFlXr:s: 62v • • • • •• 24'-0' • • • • • • + • •• Al 05/11/22 UFFER FLOOR FLAN 91-AL.E 1/4° 1'-0" JJFFER FLOOR 1026FLOOR 10206sA (LJ 4 0 2x6 B.00YJNG W W Me! FACE NAIL 6d o 6' o<. TO TRWS CbRD TYP. ROOF CONSTRUCTION •I AT BRACING LONGER IRAN 6'-0" ADD 2.4 1 WID61N5 ab' -0' aa. ,V IfIW I6d FACE MAIL yj l+ 1 .I tl; •i i Ii 1 ` f � .1315ni31.66� vc: ' I ROOF EAVE FIRE RESISTIVE RATING a I HRS PROVIDED NO GABLE VENT PLAN OPENINGS ARE -- . INSTALLED TRIM PER ELEV. FASCIA - . PER ELEV. FIRE RATED PLYWOOD ON VNCLR51M OF OtnlDo E45 WHERE EAVE 19 BPTraMN 2' - 1 5' FROM PROPERTY LINE GABLE END TRUSS SINIP50N H25T - 1/16 055 5HT'6 w/ a 24' O.G. 8d O 6"o.0. EDGE (2JSIMPSON H25T 6 - 6 12'o.c. FIELD GIRDER TRUSS UN.O. 3x6 BACKING w/ .151'x5' TYR WALL • 6" 04, &ABLE END TO SEE BLDG SEDT. BACKING SHEARWALL PANEL TO SHEAT14INS AND NAILING PER SHEARKALL SGHEDULP TYPICAL ROOF CONSTRUCTION SEE BUILDING SECTION BAFFLE TO PROVIDE I' MIN. VENT SPACE ABOVE CEILING, INSULATION FOR CROSS VENTILATION. BAFFLES SHALL EXTEND 6" VERTICALLY ABOVE BATT INSULATION AND 12" ABOVE LOOSE FILL INSULATION AT DESIGNATED LOCATIONS SIMPSON RHr SPACED PER PLAN ALL OTMR LOCATIONS 51MP50N RESG • 48" oa. w/ IOd x 11/2" NAILS TYR VENTED BLOCKING w/ (4) 5d NAILS 51PACED BTWN. THE VENT HOLES -GUTTER >-- SHEATHIM6 AND NAILING PER SCHEDULE BREAK AT TOP PLATE w/ SEE PLAN 2x4 BRACING a 46" oc. NAILING PER SHEARYAALL SIMPSON AT WALL I - SCHEDULE NON -RATED HAVE CONSTRUCTION WHEN ENTIRE 0) 16d AT BI.00KINO AT ROOF 'TYR EXTERIOR WALL FAVE 15 GREATER THAN V FROM PROPERTY LINE SEE BLDG SECTION LOCATIONS WHICH REQUIRE j RATED EAVES WHEN SPECIFIED. r1 GABLE END DETAIL NT5 ATTIC, VENTILATION C,ALC,ULATION5 1054 500 5Q- FT. AREA . 5.61 SOI. FT. VENTILATION REQD. TOTAL S61 SO. iT. - 1.805 S0. FT. VENTILATION READ. 510" 2 ABOVE EAVES ABOVE EAVE VENTING q" ROOF VENT AREA - 35 S0. FT. 1.80^ 50. FT. = 5.15--6 VENTS REQ'D. -95 SQ. FT. "A �/G ELEV" AT PAVE 1505 SQ. FT. x 144 SO. INJSQ. FT - 25q.g2 50. IN. VENTILATION REOV. AT EAVES NON RATED SAVE VENTILATION 10"x2" EAVE VENT = 20 50. IN � So' ININ' - 12.496 — 15 VENTS RFA'D. 20 50. IN. PROVIDE O) VENT EVERY RAFTER SPACE RATED SAVE VENTILATION OPTIO IPI AREA SAVE VENTS (I SIDE NOT RATED) 12"16 50. IN. - 6.44 - 1 VENTS REOV. 20 SQ. IN. I/2 AREA LOW STRIP VENTS E) (AT RATED EAV GOR -A -VENT IN VENT - 6.15 50. IN. EA. 124.46 50. IN. . 4.81 - 5 VENTS REQV. 27 50, IN. ROOF FRAMING N07E5 • EEAM5 TO BE OF 02 OR HF 01 SIZE AS NOTED UNLESS NOTED OTHERWI5E WITH ONLY ONE TRIMMER STUD EACH END. VNLE55 NOTED OTHERWISE - TRU55M SHALL Be DESIGNED BY TRAU55 MANUPA4,7URER • PREFABRCATED TRUSSES SHALL HAVE STAMPED ENGINEERING ON THE JOB 517E FOR INSPECTION PURPOSES. NO FIELD ALTERATIONS ALLOAED. • TRUSS MANUFACTURER TO SUPPLY REWIRED TRU5S-TO-TRUSS HANGERS AND ALL BLOCKING (ALSO AT RAFTERS) - ALL FRAMING MEMBERS TO BE • 24" O.G. UNLESS OTHERWI5E NOTED SEE EXTERIOR ELEVATIONS (SHEETS 6.1, V.0 FOR ROOF PITc+L5 LOW ROOF OVERRAN SG, EXTEND 12" PAST UPPER WALL CORNER UNLESS OTHERWISE NOTED SHADED AREAS INDICATE 2x- OVER FRAMING a24' O.G. (SEE OVER FRAMING NOTES AND TABLE BELOW) 25 F5F 5NOW LOADIN6 ROOF OVER FRAMING TABLE RAFTER SIZE f ALLOWABLE SPAN 3x4 • 24" O.G. T FT. 2x6 • 24" O.G. II FT. 2x6 •24" O.G. 13FT. 2x10 o 24" O.G. I6 FT. 2x12 a 24" O.G. 18 FT. OVER FRAMING NOTE5: I. HF 02 LUMBER 2. RIDGE BOARD TO BE LARGER THAN GUT END OF RAFTER. 9. 9FiEAili AND NAIL MAIN ROOF PRIOR TO CONSTRUCTING OVER FRAMING. 4. CONSTRUCT VALLEYS BY LAYING A 2x MEMBER FLAT ONTO THE MAIN ROOF. VALLEYS TO BE THE SAME SIZE A5 RAFTERS, 5. PROVIDE ACGESG AND VENTILATION TO THE OVER FRAMED AREAS A5 REWIRED. SIMPSON 142.57 • 24'0/ (2)SIMF'SON H25T a GIRDER TRUSS U.N.O. TYP. WALL SEE BLDG SECT. GOR -A -VENT IN -VENT. INSTALL86" FROM EDGE OF PAVE. PROVIDES 6.-15' 50. IN. NET FREE VENTILATION AREA PER LINEAR FOOT. BAFFLE TO PROVIDE I" MIN. VENT SPACE ABOVE CEILING INSULATION FOR CROSS VENTILATION. BAFFLES SHALL EXTEND 6" VERTICALLY ABOVE BATT INSULATION AND 12" ABOVE LOOSE FILL INSULATION AT DESIGNATED LOCATIONS SIMPSON RBC, SPACEDPER PLAN ALL OTHER LOCATIONS SIMPSON RBC. • 48' a.c. w/ IOd x 1 I/2" NAILS VERT. TYP. SOLD 1 LOOCIN& FSI CUT TO FIT TIGHT TO MEMIN TO TOP PLATPJ9HEATHING K/ (4) 66 NAILS PIT T16W 6U TTIER a t 1 -2x6 SUB FASCIA FIRE RATED PLYWOOD ON ,UNDERSIDE OF TRUSS TAILS t I -SHEATHING AND NAILING CLIP OR ANGLE PASTMeD TO TOP PLATE OF WALL a 16' o.c. BOTTOM ak" OF TRIY.fi iv m FIRST NAIL i (IW,EG 1i�BOTGILAR TO LeNN.LI - CLIP OR ANGLE FASTBED TO TOP PLATE OF WALL a 16" oz. BLOCKING VERT w FIRST FRANIINS MIS . 16, IIF RATED EAVE WHEN CONSTRUCTION WHEN PAVE MM PARALLELTO WALL) 15 15 —ETEC—EN�2' AND 5' FROM PROPERTY LINE LOCATIONS WMIGN REWIRE RATED EAVE5 Y&EN SPECIFIED. AF INSTALL SOLID BLOCK BETYG!EN TOP PLATE AND SHEATHING 2 TYP EAVE/TRU55 DETAIL NTS 3 FLOATING GYPSUM CORNERS TWO CONDITIONS PROVIDED FOR CONSTRUCTION NT5 DEPENDING ON DISTANCE TO PROPERTY LINE LEGEND -ROOF PENETRATIONS ;7 ON ROOF TEMPLATE PLAN CUTOUT FOR ON ROOF 0OR-AVENT IN -VENT ROOF VENT 6/q/araN•• • �••••\��Ey,EUPROff 6.15 50 IN PER LIN FT. 4' TYPICAL VENT - 21 50 IN TOTAL y -b 8" y • v . AF50 AIR VENT r ----Y . 90(E'S V�.,v L51 50 IN NET FREE VENT AREA) His: ens+ •_ • • n/••• �o 1 (- AWHORO ROOF SAFETY ANCHORS < ;/^ 0 AMPCOR 4" VENT FOR BATH OR NILITY PAN y FOR HIGH EFFICIENCY FURNACE L HIGH EF I WENT ALL OTHER GAS APPLIANCES RIDGE VENT OUT I' FROM PEAK OF RIDGE ON EACH SIDE (2" TOTAL) /I ROOF PLAN 'E3/E' SCALE I/4' =11 0%4- 4 A 0 �6i --bit 115E N -VI EAVI EAV ROOF AREA 'A': 1054 ROOF AREA 'B': 1054 ROOF PLAN 'A' 5GAL.E 1/4" = 1'-0" co . OC it N 00 U) W o N 'Z�ar V L� .r W N O � Z q) Lun Q�J ,A -VENT IN PLACE ED 4 RATECb •••• • •••• 05/11/22 0 a �- • 6/q/araN•• • �••••\��Ey,EUPROff • • v . • • k (1R W: • . 90(E'S V�.,v • • • • His: ens+ •_ • • n/••• 05/11/22 0 a �- MA N� RY AfLEA: LEVEL I: 16 S.F. LEVEL II: 26.7 5.F. MASONR"r OFT. LEVEL I MIASONF,Y OFT. LEEVEL II = SCALE 1/8" = 1'-0' SCALE 1/6" = I'-0' NOTE: SEE PAGE 125 FOR WATER INTRUSION DETAIL5 REAR ELEVATION_ SCALE I/a° = r-0" �XI2 TRIM BAND PER ELF/. a_ BEAM PER PLAN 2.8 BAND J 0 dJ� LL 0 9 SIMPSON 'ABU66' COLUMN BASE PER PLAN, TYP. MAIN_p-�_ SOFFIT 2x10 WVIR RAP ON—* C- WRAP OVER STREET SIDE P.T. POST 3x6 .2x SAND AT TOP AND BASE (MITER® — — — CORNERS) — —COLUMN PORCH OOLUMN DETAIL 12 77 HARDIE ARTISAN - SQUARE CHANNEL 91DIN& 8' HORIz. SIDING FRONT ELEVATION A SCALE 1/4' - 1'-0" 2XIO _ VFFM FF. _ It. PLATE I I I ��I I I I 4 I I; I LEFT ELEVATION A 50ALE 1/6" = ,b" NOTE: WINDOWS ON SIDES AND REAR TO RECEIVE TRIM (TO MATCH FRONT ELEVATION) WHEN CALLED OUT IN PROJEOT SPECIFICATIONS ONLY. 1 ..4 -1 AO SHAKE MOLD PER 6.1 SHAPED MOLDIN6 Ix2 L.N.O. Ix WOOD U.N.O. BARGE FOR 6.1 •"T pER PLAN 2x8 L.N.O. 'O ' P'ER IPL�AN S .GABLE END I/2".Ib' R16H7 ELEVATION A SCALE 116"z ib' - FASCIA TRUJ— SIDIN6 PER PLAN INSTALL VENTED SOFFIT PANEL - BUILD CAMTAIN WALL 2. 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DOOR DETAI L5 8/29/18 D � \ WINDOW SILL, FORM MAY VARY \ J PROVIDE WRBOCU SINN AS REIdIIRED \� 3A6' GAP W/ CONTINUOUS BEM OF CAULK ♦ J ♦ f \ J APPLIED TO BACK OF NAIL FMN — STRAIGHTFLASH OR APPROVED EKe1AL, OVER DRANIRAR s 777 \ J OVER SILL, REFER TO W.INDCU FLASNW' DETAILS i \ J TYVEC DRANLRAP OVER EXfERIO R SHEATHING. REFER TO WNDCW FLASHING DETAIL _ DRYWALL FNS& AT INTERIOR , \ J/ f �j STEP 51X NOT USED u=sloEs,rlNnrL \ \ \\\ 0 I STEP FIVE \ rA)RP GOWN TIE IPPERRAP OF UFB 500 \\ LAYS RAT ACROSS FFAD FLA \ (B) FA DIAGONAL SEAMS WIN STRAWITI \ (W SEW. SEAFS AS SM DO NOT TAPE AT \\ BOTTOM OF Wm= AT M READ, EPAI. $I" A6 SAGW LM 5 O FYIN S1RdKiWPAN F AV AIR BARER 5 NOT f6QUIRED OR F ADDBICNAL DR44W IS DESIRED, 10 XF-TAPE AT TVE FEAD. NOT USED / / / / / i�5 5TEP FOUR Tkl9TArlbCMvT110 to MANFAC 1033 NSTRICTIQS. fB)CUT TWO PIKES OF dFX 5TRAIWOFLAAT OR DWi7NT %DAIRAP' FOR JAMB RASPM EXEN) I' ABOA WIDOW W. AD U'rA AID PHCRI BO1TQ1 EDGE (F SRL FLAiI' NSY. R81n£ RE.EA.E PAM AAD PR55 T6,141Y MONY+ SIDES G WIDOWTRft (C)OUT A PIEM OF T Mk STRAIWn" OR TEDWRAP FOR HEAD PLASM, DMH* BEYOW OUTER EDGES OF JAMB P A51WNG5. Reim FEE45E PAPER AND WALL COMPLETELY COIET•IG MOMID "a AID A )R3M TO Df= SVEAT4W.. OR FRAMING MEMBER& �- 5TEP THREE / \ (A) AMY COUMOWS BEAD EF DIPM / \ IIEATVERTATIM E&MATT4EWFNDOW / \ REC MID JAME6 TOWWL OR EACCBDE / \ OF WDW MOUWNG F-KYf_ / \ / ♦ Do Nor AFFtr EEAIANT BEAD etRsB / ♦ BOTTOM SILL TO ALLOW FOR ORAKAGE. J \ J \ .o \\ 5TEP TWO / \ fAl CUT DEONT fiEbIPAP' Ai lEASi O' �� LAYSS` WNN NE IDT, CF RPXN I� AL fB)R310rE FIRST PEKE A R'1 FAY NOT USED ADPEFE NrO RUr44 0iNW1G ALRYa SL / AND IP JAMES (Ilk S' ON EKG! SIE) / (C) REMINE &WO RELEASE PARR / (D) FAN CUT OIEOR' REXIRAP'AT BOTTLMCORNT5090FACEOF•4L / COVE WR OF DWPONT'FE)MV- cul / BE T TO Y QUO BE FACE OF WALL. / (PJ SENfa ECldS OF DUFI7NT REIm WTH DUPONT RCC1113 mMTSEFS ALLEY TIE EOfTWr OUTER FD IE OF TIE NRA RDAT TIE FMW CORM NIERORGTP.BOAFO EM. OSB OR PLYW) 54FATWG Few TO STRONRA. MI. LAYERCFIEAMM _ RS STAW BARRIER (W) O' WOE OF M O PLASM (N UPIS O&M SEAM AND 6' OVD Exr.ly UFFDCEIB)R W. 50M (INSTALL FFR MANEActaw) OVER AND M IX)F RMON FE58T. 59.. MIL IW 4' MP ADH--iWY M3E0E PLA`rl MTLFI A AWG TO WEATTER RESIST t SEEP ADFEFW4G 1E'BRANE F1ASH PER OMRAS M IMAL BACK VINYL FRAME WINDOW — PROVIDE DOOR SHIM AS REQUIRED DRYWALL FINISH AT NTMOR — BATT NSLATION PER MUNICIPAL CODE LAP SIDING, REFER TO ELEVATION FOR STYLE AND SIZE STRA*W!FLASH OR APPROVED ECJAL, REFER TO DOOR / WINDOW FLASHNG DETAILS - STRANSNIFLAS4 OVER TYVEK DRANURA' OVER EXTEII SHEATH?'. RLN PAPER OVER WNDdW FRAME AT NEMER CCNTNJOUS 3/6' BEM OF WATER TIGHT SEALANT-' 5/4 X TRW"., REFER TO ELEVATION 3A6' BACKER ROD W/ CONTINUOUS BEAD OF CAULK TRIM AT ., WAG-UN-IID-JB- ',�� 5TEP ONE (A)IWE M'ILUP W T4E LR& EMN WITH A HOWWdAL OUT ALR'.£ ® I/ © .!/• Q NE 801101 AID THE TOP OF TIE WINDOW FRAE.Pd01 TUE cam Cut STRAY" 'C �! DWN TO TIE NLL fS) Of TWO 4 DE(#E SOBS A MHMN 1 I OF V PDM NE CORER CF ITE IEM i ✓,r N TO CREATE A RAP ADM TFE ROM '✓ ,n ir'"P I ..i�ji. .,;ri OPENING TO D$m TIE NEATMY OR , k RNRMIY M IMNM To ALLOU VEAD LASHED i FNSTALLA1101 (SEF STEP 411 ! FLIP HEAL) NAP II' ND 1W ' '.ECIFE INH dIPCNT'11'Ytf: TAPTAPEE'. I ii SOME ROM AVD PLASM WIDU MAY RE(AIIRE LOY.EiELl19. (W DA SIDE RAPS ITIPLA 5 A D 222 GF@41NG CUT EI�SR.APb, AND - WINDOW SILL, FORM MAY VARY ALL 16 GM'E METAL 0.Ar<P NANO: TO BE LEPT OPEN AT TOP FOR DRANAGE I/4" DRYWALL PNISH AT INMOOR - — BATT INSULATION TYVEK DRAMPAP OVER 6' SELF MHERNG STRAIGNTFLASN OR L. I' EQUAL. OVERLAP AT FLASHING LAP SIDING, REFER TO ELEVATION FOR STILE AND SIZE 6' STRAIG4TFLAS14 OR APPRDVED EQUAL, REFER TO WINDOW FLASHING DETAILS — 26 GA G.I. FLASHING W/ 4' LEG (WATER TABLE) OVER STRA*WrFLASH AND UNDER TYVEK DRAM PAP (CR EOUAL) 1/4' OPENING FOR DRANAGE SEALANT, REFER TO WINDOW INSTALLATION DETAILS _ s PROVIDE WINDOW SHIM AS REOJAW - NETPL COW MEAD VINYL WNDM FRAME VINYL FR411E WINDOW PROVIDE WNDOIU S4115 AS REG UIRED ORIVWL'. FNIS14 AT NTEMOR — — BATT NSULATICIN PER MUNICIPAL CODE LAP SONG, REFER TO ELEVATION FOR STYLE AND SIZE L --- Z__ F --------------------------- 3Ab TYVEK DRANRRAF OVER 5TRAKdUF1A5N OVER EXTERIOR SNEATNNG STRAIGHTRABN OR APPROVED sam, REFER TO DOOR / WINDOW FI .51 DETAILS CONTINUOUS 3/6' BEM OF WATER TIGHT SEALANT 3116' GAP IN CONTINUOUS BEM OF CAULK VINYL FRAME WNDCW — PROVIDE WINDOW SHIM AS REQUIRED 3/16' BACKER ROD JV CCNTN OUS BEAD OF CAULK REFER TO WINDOW FLASII DETAILS — CCNTN JOJ$ BEM OF WATER TIGHT SEALANT \ APPLIED TO BACK CF NAIL FIN - - 5/4 X TRIM, REFER TO ELEVATION — SIRAHBIIFLABH OR APPROVED E( WC OYER DRAINIRAP OVER SILL, REFER TO WINDOW FLA' DETAILS - � 3116° GAP TYVEC DRANIRA (OR EQUAL.) OVER EXTERIOR SEATHWIW REPER ,O WINDOW R.ASHNW DETAIL DRYWALL FNISH AT INTERIOR BATT INSULATION — LAP SIDING, REFER TO ELEVATION FOR STYLE AID SIZE j� WINDOW FLASHING: INSTALLATION AFTER WRB WAG00W96WB 14 1 TRIM At WINDOW SILL ISIDIN pFtNT BTRaeAINA4N ORAPHIM EO RILL rarExi us rwu ee T r WAG+INSTRAYSINANN II NTS I WA-34MAD-SL-2 PSxr ..'4- -1 A 0 WIr�MDOII6•SJ 8 IWINDOW JAMB l51 jI'-0' WAG-WN41045-740-TRI'I ' WINDOW SILL, FORM MAY VARY VNYL FRAME WINDOW PROVIDE WRBOCU SINN AS REIdIIRED \� 3A6' GAP W/ CONTINUOUS BEM OF CAULK REFER TO WINDOW FLASHING DETAILS CLNTNIOUIS BEAD OF WATER T69 SEALANT � 'F APPLIED TO BACK OF NAIL FMN — STRAIGHTFLASH OR APPROVED EKe1AL, OVER DRANIRAR s 777 OVER SILL, REFER TO W.INDCU FLASNW' DETAILS i TYVEC DRANLRAP OVER EXfERIO R SHEATHING. REFER TO WNDCW FLASHING DETAIL _ DRYWALL FNS& AT INTERIOR , BATT INSULATION —_J LAP SIDING, REFER TO ELEVATION FOR STYLE ARID SIZE WINDOW 51LL ISIG 3' . I'-0' WAG-IW-WD.SL-UIO.IRIM `o ON m rNrr Q� I �O o0N _ N cl O 0 w of Q D 5 M m \ r \ 1 \ / u 1 ♦1 � \ J � \ f d RT NOT USED IILJn n�� II I�I'�I II / O/ O / \ ! \ DO= / ♦ f ♦ d \ JJ Q �\ l \ f • NOT USED '•'• • sod 0 / \ • • •• • • 004 0 / • • • • / •• •• \ •••w • // \\ • • WINDOW // \\ DETAILS // \\ 8/29/18 " D� 1 ..'- -1 ^ 0 z�� iN 0) /M— a r" � lei �Il [r SON o N Z=o�N w O F`•1 `O 9Q00a_ m m Q �j DD L3 L3 D o 00 �= Q Q • TYPI C.4.• • • INTERIOR DETAILS 8/29/'8 D CR •- DRTWLALL AT NTBWRRNM -+ WDM 51LL,FOR1 nAr VARr 1 p VWL FRA E IWOW '. _ M� .�., ry i .. Y. 3216' BAOCER ROD UU CONTMOUS BEADPLAN e OF fE�RTOWMDCIUFLASHING .i'�: ■}: 3° LARGER THAN OPENING DETAILS A iI Q 5A TR11,iSF.R tO sIEYAT101 5/4 WM'HIFLATo --- 2 OR APPROVED EWAL OVER DRAMWRAP, OYER SILL, REFER f0 BEi NOIE TND AM) SEW" / WENDW FLAFA2SJG DETAILS - m AND COAT D.WEB EHALL BE CLOS T WTi 6M3.VPY. OR D' rr x BFERSIELF'LITHAIWFDF O 4'-0" TTVEK DRAADRAP OVER EXTERIOR SEATHMG. REFER TO WMDOL 9)TM CLEAT ON All 3 SMSL 22 11? X 330° OPEW16 iitiww 'A' FLASNMC. DETAIL I FETAL HANGER ROD ON CDM ±. 'If I SECTION ip SFFGRT ERALIM AS M332E0. -A- bki 2XWALLFRAMIN K"RTOsMrWAL -F-- LAP SDNi R3ER T: NOTE ROD AN) S43i AT COAT _ ELEVATION FOR STYLE A✓D 612E % — CL05ETS SHALL BE WR° 4�; I 6WLVMOR•' 6447. ROCK PANE: iv I WON RH A 700' FDF WIMP GEA7 FUERTO T, I TJIS U04 SOFLHOI SE IF •{I '� METAL CORNER BEAD Q SIRE FUER TO 61R1CIIWAL r. TOTAL (5MVW SIEUES,IINOJ OR WRs 4 4--------' - �I 4 S6 1 OESIOi ATM I I I _ - 2X4TRIFRIER I AREAH I 1 r------- NSULATION BAFFLE W/ 24" TALL NER 058 FW41E WU 2X AT TOP I- SWSLE 4'-O" FRONT ELEVATION BATT NSGA110N ` MIXNT NG His MWMM� 5 1�� 5WPP TRASH BIN 5 WINDOW SHELF 4 CLOSET ROD AND SHELF HEIGWTS 3 ATTiC ACCESS uuGMODHlbm6 EXTERIOR AL rutwxs ee INTERIOR ALL nA1Hil NT/1.L eE o N.L IiA1DdAL6 SNAIL ee xsrxt® 1!t'. I'-0' N -WS -2 �Pst MPNFACTiE�eFECFICATIan. 1.1/1'-P-0 WY -M -RTD A70 &fLf FER neNx"mm 3/4'.1'_0" WAG -TI -ATTIC -ACCESS PnewwPAenSEre bFEesltatloNs. LATS. ♦ f l ! / \ ! UW1 WETS OMF25 (EEE PLAN — — - — — . TOP OF FIATE \ / DR2WWL AT NTOWRFM \ / ---------- ' ---- / WOD SLD WAL SEE RW%FLAN \ / WOOD SLD WALL • SEE 5'RICWAL FIWW' FLAY F MIZ WNP \ / DOW WOOD ST,DS M RAT WOD BACIMG -- � P.AI 2X4 LLAT MEACKFW NOT USED-0u&5TRICDRA1:RAnNG FETAL DORER BEAD — PRMDE bHPI A6 ffGT44hD N,880R WOD DDDR AA25 FM / \ J♦ 9D FEAL9t __.._.---_ FC7F&1$FR d / \ NMWRMNI DC PANT GRADE DRT�( \ / \ NI@SORGRADE WILLOW COTE DMR - _ TCW BD WAIL, SEE TRAM PIAN —: RFXTR4NSDCN HO. I / � FEE DETAIL YY N' -OWW �iRM MTGGN9t _FCAIIOIF � TOE'OF FLOOR WD7H�} ; 4 \\ Ri$i TO NOTES // I � J FORFNNDAS N41EidAL 10 INTERIOR DOOR HEAD CONDITION 9 CLOSET DOOR JAMB NWND11B01 SHOWER BACKING NIBWOR ee Her W9WR awl 1� a S�ffiL•�Wdr+r rm WMN`TlDOLR•EEAD Fael..wrcrn�erecslun.Tn g"=p_0" �rAUEo W4G-MQO6ET JM8 F+3s na+saengfflms�slcnrlaw. 3",F-0' WG•M•91EMBACKPIG 1PeR wvuk.TRETm ePScsrsrloNa; I -I/1'. I'.0 COINIERTGP MATERIAL OVER 3/4' 4 TOP ATTARW TO CMSFET am JAMB - SEE STRCT.R — — C0XWOP N41RA. OVER 3/4' (CERAMIC TILE MINS mKif CMT FRAMM 11M TOP OF MATE RO" TOP ATTACIIM TO CABFET BOAR IN ADDITION)'AM TO HOUR WOOD M WY! -SEE (CERNIC LLE RYA1RE61Mk1 OEFIBIf PLANS FOR FN514 I I STRCLFAL PrAfBY FLMWAV N ADDITM4VER TO FLOOR • FLNS FOR FNMDC PAM GRADE WALL BRACIV • • • DRTWWL AT NIEROR MW 1 SFE p�AM WITH COPITER"W AT ATTACVAENT • - DECORATW BRACKET MAY PART • 2X4 OR 2X60.AT WOOD BAIXDY. I Df PAM GRAM WALL NFOR•L PRONDE ST -W AS FLAN 1 KIM • • FOR 47' LPPe% TTACI'T — UTH COU7IEPSNC di ATTADI'HVL .SEE RE(AIIRfl TO ACV ••• * DECORATIVE BRACIhT NAY VART ti i AOFa161E DM FM N F sWPORT AS IYAIi 48 7%40R 2X6 FLAT WOOD BAOCNG I"FfEO/1DE 1 t 1 •, / FLR36'IFPEfB --7 RM PPE NOT TO Exam r TWS" DRIER WC 1 2X4 OR 2X6 FLAT MOOD BDLICNG -y. W' 0"B` _ _ 2X FRAE WILL-FOER TO PLAN • 2X MtE WALL-R3Et TO RAJ - MERg2 GYP. BOARD - •• • • NIWJCRGYP.50AFD — — „, ® CARNET FIREMP DEVICE MIERICR UOW IRAI MEMO)FRE4MNFALiURFD PRE.nAdFAC18iE0CARHET rEFER TO PLAN FOR 617E FOR USE N THRIX&-PEVRATION FER SPECFICA110N5 REFER TOPLAN FOR 57E FIFE5TOP SYSTEMS w • PRINCE SHM AS REOIM – FNM FLOOR – - – FM FLOOR f — • SEE UL FIRE RESISTANCE DIRECTORY • (Co*ol No. 75XW ONE HOUR F RAM NTERCR uDcn DDDR JAhB •—• — -- • • MERCK GRADE HOLLOW Coe DOOR � TCP OF FLOOR \ _ I, • • 'FILL ALL VOIDS BETMM FIFE DRYEWX DETAIL AND D DUCT OR VENT W/ Mu I W': F-0' FTNERAL FIBER INTERIOR DOOR JAMB CONDITION 14 CABINET BACKING FOR V OC STUD RAISED COUNTERTOP AT KITCHEN ISLAND 12 FLUSH COUNTERTOP AT KITCHEN � � DRYER BOX DETAIL IIIACsIMODOSIM NTERIOR a WAIL IDERCR eu exuA r>E T INTERIOR AL nnreaate suw-Lae xs.alm"j ralnaaFAcntaw SrECFlcanwb.` I".I'-0' HVAC SYSTET15 ruieaau r3ult ae wsuutEn ME rER Tw4sacn�RS aPecPrsnaat 3/4'.1'-0" WAG-INi-DCTOR-JAHB Lr�n naysacnnr=rm sPrsncancNs. g�, p_0" W/G-M-CAB1Ef BK%NG F'Ert naNraciuffrs ar�rslcntuas. i-I/J'=I'- WWG-M-GWAERTOP-RASED rFxnaxsacnrtaaer�cwuncrn. I'.I'-0" WAG-M-COIMERTOPIn -9 1 ..'- -1 ^ 0 z�� iN 0) /M— a r" � lei �Il [r SON o N Z=o�N w O F`•1 `O 9Q00a_ m m Q �j DD L3 L3 D o 00 �= Q Q • TYPI C.4.• • • INTERIOR DETAILS 8/29/'8 D CR L MANTEL DETAIL 'E' 4 If2' L9) MANTEL DETAIL 'A' 2 FIRE PLACE WITH MANTEL SCALE: I/2'=1' -O" FIREFLAC,E OPTION SI S'-8 I/2' FRAMINb �- FIREFLAGE OPTION 'A' 5'-S 1/2' FRAMING L TOP2X4 LEDGER �- 5EE GL SELECTED 2'-0" 2:-0" OPTIONSFOR REPLACF r — — — — FINISH. FINISH 2X10 BACKIN& TO BE OraBOTTOM J TO BE L -J APPLIED TO InQ LJ APPLIED TO SIDES. SIDES. 2 I/4" • PAGESEE fARQUNV 5.0.5.FOR FNISHACE OPTIONAL WRAPS 51DE5 _ —I -' OPTIONAL 2X10 BAGKINb MITER CORNERS) MANTEL DETAIL 'A' 2 FIRE PLACE WITH MANTEL SCALE: I/2'=1' -O" FIREFLAC,E OPTION SI S'-8 I/2' FRAMINb �- FIREFLAGE OPTION 'A' 5'-S 1/2' FRAMING 1 -.4- -1 A 0 CrSTANDARD FIRE PLACE _ CALE: I/2"=I'-0° L SEE 50 Er.71ED OPTIONS FOR FIREPLACE FINISH. FINISH �- 5EE GL SELECTED 2'-0" 2:-0" OPTIONSFOR REPLACF r — — — — FINISH. FINISH 2X10 BACKIN& TO BE 2X10 BACKINS 'L_ J TO BE L -J APPLIED TO InQ LJ APPLIED TO SIDES. SIDES. 2 I/4" OPTIONAL _ —I -' OPTIONAL 2X10 BAGKINb A2X10 BACKING L B HDMI/OUTLET HDMI/OUTLET L — — — — J — — — — CENTERED BETWEEN CENTERED BETWEEN BLOCKING LOOKIN& B u (WHEN TV I' -O" 5'-5 1/2.. 1 (WHEN N 3'-81/2' I'-0" PRE -WIRE PRE -WIRE `Q • R.O. .••. OPTION IS •••• t R.O. OPTION 15 n • r � • SELECTED) • •• • / / m �_ i INSTALL OUTLET j Oi1TLET ,I Il— — TYPIC11�1l.•• BEHIND UNIT —OUTALL BEHIND UNIT INTERIOR IN UPPER IN UPPER O3 R16HT O 9 - - HAND CORNER - - HAND CORNER V -B 1/2" FRAMING I_ 5'-8 1/2" FRAMINb� 1 -.4- -1 A 0 CrSTANDARD FIRE PLACE _ CALE: I/2"=I'-0° 0 I� DC= InQ LJ ❑ED Q u Q0 ease • • • •••• .••. •••• 0003*4 • • . "'..6 • •• • ob so • 1 • • • a. i of s.••ee • • . • • • e. • •e •1 e• •• .••.e11 TYPIC11�1l.•• . . •• INTERIOR DETAILS 3/12/24 B I ELEOTRIOAL 5YM50L5 4 pQ I[7NINi LED L16HT ---EE� TRACK LIGHT ®PH TELEPHONE SURFACE MOUNTED L16HT •= DUPLEX REGEPT. ATV TELEV15ION 1I &REAT Room � I1 h / l o SWKE DETECTOR IIP/ WALL MOUNT 6= DUPLEX RECEPT. 1/2 SWITCHED WITH BATTERY BACK-UP ® FAN -16HT COMBO. 0 IIOV SPECIAL FURP05E DARBOON MONANOXiDE ❑P PAN ® 220V SPECIAL PURPOSE $ SWITCH 0 WHOLE HOUSE FAN 0 THEW05TAT $. 3 -WAY SWITCH .--.-.-.. UNDER CABINET LIGHT © DOORBELL CHIME 4^WAY SWITCH [=_i FEAT RE615TER - FLOOR O DOORBELL $o DIMMING SWITCH EN ® RADON PAN INDICATOR LIGHT Q METER e=7 HEAT RY615TER - CEILIN6 (D OPT' SURROUND SOUND PREHIRE/ PEAKER9 ® OPT. 110 6 5MURF ELECTRICAL NOTES I.PROVIDE WIRING FOR ALL ELECTRICAL DEVICES AND APPLIANCES, 2.LL AOUTLETS WED IRPER CODE IN ADDITION TO THOSE SHOWN. 3. PROVIDE SMOKE DETECTORS TO MEET CODE WHETHER SHOWN OR NOT. 4. FOR TV AND PHONE, REFER TO SPECIFICATIONS FOR RECUIREME S. E. SWITCH BOXES AT EXTERIOR CORNER6 PLACED AS CL05E TO CORNER AS REASONABLY POSSIBLE UNLESS NOTED OTHE"SE. b. PROVIDE OUTLET AND LI6W W PULL CHAIN SWITCH AT FURNACE PLATFORM IN ATTIC. T. NOTE. ALL LUMINAIRES SHALL Be HIGH EFFIGACY LUMINAIRES. B. ELECTRICAL PANEL SHALL BE 50LAR AND ELECTRIC VEHICLE READY. UPPER FLOOR ELEGTRIGAL PLAN SCALE 1/4" - 1'-0" 1 4� 4 A 0 I L----------------- %a• ••• •s • •l PROVIDE OUTLET FOR PP- 6 120V MIN. SWITCHED SEPARATELY MAIN FLOOR ELEGTR I GAL PLAN SCALE 1/4" - 1'-0' • ••••C9 • • s • N •• Q Qr i b' -B 3/4" I.". � 4 pQ I[7NINi II II OPT. H o Fi 1I &REAT Room � I1 h / l .41 L 1I — KITO II O rL. .'N T ANTRY .. B 4 I EN I L----------------- %a• ••• •s • •l PROVIDE OUTLET FOR PP- 6 120V MIN. SWITCHED SEPARATELY MAIN FLOOR ELEGTR I GAL PLAN SCALE 1/4" - 1'-0' • ••••C9 • • s • N •• Q Qr