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HomeMy WebLinkAboutPermit Building 2022-09-20no O H u H z O u a a v 0 cn Q) ME 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://aca.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 SPRINGFIELD Carbon Monoxide Alarm Requirements for Residential Structures Starting ,A.nril 1'% 2013 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 four 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 Requirements (depending on the alarm type selected): Single Station Alarms- UL 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. �JouseholdCarbou Monoxide Detection S stems- UL 2075 Hstiug and install per manufacturer's installation inmhuclions and NFPA 720. Combination Smoke/ Carbon Monoxide Alamrs- 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 interrupted, 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 the alterations or repairs do not result in the removal of interior wail or ceiling finishes exposing the structure. Where Reg uired In Existina 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 in accordance with ORSC 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 l astractiobs On Site For Inspection DEPfiaTNER4 T 2- 25 FF TH STREET SPPJNG,#lj5M OR,97477 PHONE (541)7,26-3753 PAx (547)72ejon www-spdngfl6ldor&v Smoke Alarms must be provided withthe fbflb�fing information at the project site before requesting final ins'pec . tion for building occupancy: -A copy of the Manufacturer's INSTALLATION INSTRUCTIONS for the smoke alarms. -if the above information is missing, or is not, in plain sight within the building, final occupancy may not be -granted until the required Information is provided. P11f1%jF%F_. Smoke alarms shall be insialled in all new residential dwelling units. When interior alterations, repairs or additidns.requiring a structural permit occur, or when sleeping rooms are added or created in existing dwellings, the individual dwelling unit Shall be provided with smoke alarms located as required for 'new W buildings, Alarms shat! be installed per manufacturers instructions. The alarnis shall rebei-Ve their On M'6' y power from the building wiring when such wiring ,is served fromI a cor - nmerctal'source, and shall be powered by a battery when the.primary Power is interrupted. Alarms.shall be interconnected and bard wired. (R314. 3, 8314.3.1 & R314.4) Exception: ception: Smoke alarms in -existing, areas need not be hard-wir'ed or interconnected where the iafterat!OM3 or repair do not result in removal of interior wall or ceiling finishes exposing the -structure. SMOKE ALARMS ARE REQUIRED in each sleeping room, and areas -providing access to sleeping rooms, and on each floor or level. (R-314.3) SF,E REVERSE FOR CARBON MONOXIDE ALARM INFORMATION NO- SPLz88NGFMIELD DEVELOPMENT SERVICES DEPARTMENT V 225 FIFTH STREET SPRINGFIELD, OR 97477 (541) 726-3753 Fax (647) 7.26-3689 www.spi ftfield-orgov Ventilation Requirements for Kitchens and Bathrooms The 20:11 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 consttuction found in sections 8303.3, M1503 and MI507 of the.OR.SC are as follows: Kitchens: M1503 o Range hoods shall exhaust a minimum of 150 cubic feet per minute (CF1V.l) 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: 17303.3 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 80CFM (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 MI507.4 I_ Permit No._ Owner: Site Address: Contractor 225 FIFTH STREET SPRINGFIELD, OR 97477 (541) 726-3753 & Z;,LD ---; DEVELOPMENT AND PUBLIC WORKS Building Safety Division To conform with Section R703.1.1 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 8703.1.1 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 118 -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 HAMA 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 wails designed in accordance with Chapter 6 and flashed in accordance with Section R703.4 or 8703.8. 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 be at 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 wall 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. 225 FIFTH STREET SPRINGFIELD, OR 97477 (541) 726-3753 DEVELOPMENT AND PUBLIC WORKS Building Safety Division SECTION N1107 LIGHTING 11107.2 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 SKU14C F12LD-- SPRINGFIELD, OR 97477 (541) 726-3753 DEVELOPMENT AND PUBLIC WORKS Building Safety Division To conform with Section R318.2 of the 2.021 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 8318.2 MOISTURE CONTROL R318.1 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 OA 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 .4.Pfat TI o c.�.4 � � IJ f`tzG�`C t1 �A Sit [zL� TABLE N1101.1(2) -ADDITIONAL MEASURES HIGH EFFICIENCY HVAC SYSTEMa a. Gas-fired furnace or boiler AFUE 94 percefit, 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 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 ceiling—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 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 HIGH EFFICIENCY THERMAL ENVELOPE UAB 6 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 a 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 m2, 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 N1104.1(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 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. MiTek' Re: 1318-22 Addition MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc, under my direct supervision based on the parameters provided by Relco Roof. Pages or sheets covered by this seal: R72730282 thru R72730285 My license renewal date for the state of Oregon is December 31, 2022. 1cc�Ep PROFFS �NGIN f �9 s/O29 97587PE (P�.o OREGON Ory °GS, ER' �N REAN� September 22,2022 Reinmuth, Dustin 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 ANSI/TPI 1, Chapter 2. 6666.. 6666. 6666 •96.9 6666 . 0 • . 646999 •9999• •• •699.9 • 9 6666.. .. 6666.. •6 9 a so so •• 6666•• 0000 •0 6 49 • • •00000 • • • 6000 9 • 6 •• 00 09 9••99• •6 9 • 6 • 9 Job Truss Truss Type Qty Ply Addition 4-7-14 5-2-6 7-1-12 7-1-12 5-2-6 J+I R72730282 1318-22 Al ST GABLE 1 1 ! Job Reference Loptional} Relco Roof and Floor, Inc, Harrisburg, OR - 97446, 8.620 s Aug 22 2022 MiTek Industries, Inc. Wed Sep 21 13:19:12 2022 Page 1 TCLL 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.22 15-16 >999 240 I D:OFZw6fd H3PS34WfEN8C5Aiz6dHco6QRXZBgd3yK4VuDXbbWfu8vW8 Vvx7V?P8Rcl EybOIT -2-0-0 _ 4-7-14 5 14 9-10-4 12-4-2 Y3-9-1 17-0-0 I 20-2-13 21-7-1g 24-1-12 28-11-2 29-2 340-0 36-0-0 2-0-0 I•• I 4-7-14 0-5-0 4-9-6 2-5-14 1-5-1 3-2-13 3-2-13 1-5-1 2-5-14 4-9-6 D-5-0 4-7-14 2-0-0 6x8 = MT20 1.5x3 ON EACH FACE OF BOTH ENDS OF UN -PLATED Scale = 1:77.9 MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 50 17 16 15 14 410 11 3x5 11 10x12 = 10x12 = 3x5 II 4x10 11 113 4-7-14 9-10-0 17-0-0 24-1-12 29-4-2 34-0-0 4-7-14 5-2-6 7-1-12 7-1-12 5-2-6 — 4�� _ Plate Offsets (UY :�2:0�5-9,0-0-8], (4:0-4-O,Ed p l.r5:0-5-7,0-0-8f,,[7:0-4-O,Edge],]9:0-5-7,0-0-8], [10:0-4-0,Edge], [12:0-5-9,0-0-81, [15:0-6-QEdglU16:0 6-0,Edgej_ LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.22 15-16 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.48 Vert(CT) -0.35 15-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(CT) 0.03 12 n/a n/a BCDL 10.0 Code IRC2021/TP12014 Matrix -MS Attic -0.13 15-16 1308 360 Weight: 354 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x10 DF SS *Except* TOP CHORD Structural wood sheathing directly applied or 3-10-1 oc purlins. 1-4,10-13: 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, BOT CHORD 2x8 DF 225OF 1.9E *Except* WEBS 1 Row at mid pt 6-8 15-16: 2x12 DF SS WEBS 2x4 DF No.2 *Except* 6-8:2x6 DF No.2 OTHERS 2x4 OF Not SLIDER Left 2x4 DF No.2 3-0-0, Right 2x4 DF No.2 3-0-0 REACTIONS. (size) 2=0-5-8,12=0-5-8 Max Horz 2=248(LC 11) Max Uplift 2=-155(LC 12), 12=-155(LC 13) Max Grav 2=1942(LC 20), 12=1942(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2431/171, 4-5=-2506/136, 5-6=-1904/187, 6-7=-8/535,7-8=-8/535, 8-9=-1904/187. 9-10=-2506/136,10-12=-24331172 BOT CHORD 2-17=-209/2140, 16-17=-207/2151, 15-16=-12/2037, 14-15=-41/1966, 12-14=-43/1956 WEBS 9-15=0/1004, 10-15=-368/235, 5-16=0/1004, 4-16=-368/234, 6-8=-2545/182, 4-17=-394/61, 10-14=-396/63 p PRQFFss NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=120mph Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. Il; Exp B; Enclosed; �`' G� 0 /p (3 -second gust) MWFRS (envelope) gable end zone and C -C Exterior(2E) -2-M to 1-4-13, Interior(1) 1-4-13 to 17-0-0, Exterior(2R) 17-0-0 to <C/ • • • • • • _ • 20-4-13, Interior(1) 20-4-13 to 36-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members 000 ��a�6990 and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • • • • 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry • Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. • • • • • • 4) Gable studs spaced at 2-0-0 oc. • 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. A • 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. %` ' • 5 • • •�s� �E61 1 `"` • 7) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-8 8) Bottom chord live load (40.0 and additional bottom chord dead load (5.0 applied only to room. 15-16 . • • • • /� psf) psf) �t`��ii • • • • • • • • • • G 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 Ib uplift at joint 2 and 155 Ib uplift at • • • joint 12. • • • 10) Attic room checked for U360 deflection. • • • • :IXPIRES JM1/2022 • .. • • • • • Sepl%mbgr 22,20$2 • • • ; 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 verity 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 passible personal injury and property damage. For general guidance regarding the ■ �i�T�l. !Yl 1 R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSB -89 and BCSI Building Component MiTek USA, Inc. Safetylnformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type 1318-22 A2 Attic Relco Roof and Floor, Inc, Harrisburg, OR - 97446, 2-0-0 4-7-14 { �- 5 -14 9-10-_4 2-0-0 4-7-14 0 -0 4-9-6 I Qty j Ply I Addition R72730283 8.620 s Aug 22 2022 MiTek Industries, Inc. Wed Sep 21 13:19:13 2022 Page 1 ID:OFZw6fdH3PS34WfE N8C5Aiz6dHc-GJykvC IOM4BifTP5J61B5h4GYg8gal9doA9rhybOIS 12-4-2 13-9-33 17-0-0 20-2-13 1-7-1d 24-1-12 _ 28-11-2 29,-¢-2 34-0-0 36-0-0 , 1 2-5-14 -11-54 3-2-13 3-2-13 1-5-1f 2-5-14 { 4-9-6 0-5-0 4-7-14 2-0-0 6x8 = 7 27 17 16 15 14 4x10 11 3x5 10x12 = 10x12 = 3x5 410 11 4-7-14 9-10-4 17-0-0 24-1-12 Scale = 1:77.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.22 15-16 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.48 Vert(CT) -0.35 15-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(CT) 0.03 12 n/a n/a BCDL 10.0 Code IRC2021ITP12014 Matrix -MS Attic -0.13 15-16 1308 360 Weight: 312 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x10 DF SS *Except* TOP CHORD Structural wood sheathing directly applied or 3-10-1 oc purlins. 1-4,10-13: 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, BOT CHORD 2x8 DF 225OF 1.9E *Except` WEBS 1 Row at midpt 6-8 15-16: 2x12 DF SS WEBS 2x4 DF No.2 *Except* 6-8: 2x6 DF No.2 SLIDER Left 2x4 DF No.2 3-0-0, Right 2x4 DF No.2 3-0-0 REACTIONS. (size) 2=0-5-8,12=0-5-8 Max Horz 2=198(LC 11) Max Uplift 2=-8(LC 12), 12=-8(LC 13) Max Grav 2=1939(LC 20),12=1 939(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2430/135, 4-5=-2506/116, 5-6=-1904/176, 6-7=0/535, 7-8=01535, 8-9=-1904/176, 9-10=-2506/116, 10-12=-2431/135 BOT CHORD 2-17=-32/2105, 16-17=-3012117, 15-16=0/2023, 14-15=-3411969, 12-14=-34/1958 WEBS 9-15=0/1004, 10-15=-3681200, 5-16=0/1004, 4-16=-368/200, 6-8=-25551182, 4-17=-383/44, 10-14=-384/46 NOTES- pito! 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=120mph (3 -second Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Enclosed;`aG�NFF c sS /O gust) MWFRS C -C Exterior(2E) -2-" to 1-4-13, Interior(1) 1-4-13 to 17-0-0, Exterior(2R) 17-0-0 to 20-4-13, Interior(1) (envelope) and 20-4-13 to 36-0-0 zone; cantilever left and right exposed ;end vertical left and right exposed;C-C for members and forces & MWFRS V9 •••••• • • for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 0 g S�pE .f •] 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • ._ 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide • • • • will fit between the bottom chord and any other members. • • • 5) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-8 • 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-16 • �� ' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 Ib uplift at joint 2 and 8 Ib uplift at joint 12. ��• 1 'Gs SER -0.: 8) Attic room checked for L/360 deflection.• • J� • •' TSN ... • . • AP-1N�` .... 210RIV 2=1/2022 SeptgmbGr 22,20$2 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 BCS/ Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 1318-22 IA3 Truss Type Roof Special Qty I Ply I Addition 9 1 1 /Job Reference R72730284 Roof and Floor, Inc, Harrisburg, OR - 97446, 8.620 s Aug 22 2022 MiTek Industries, Inc. Wed Sep 21 13:19:15 2022 Page 1 ID:O FZw6fd H 3PS34 WfE N 8C 5Aiz6dHc-Dh 5a9bDYw_Kvxzdo Dk9DG WmIRMQfBOGS55fGvZybOIQ 2-5-8 _-2-0-0 1-8-12 .,4 9-8-0 1410-6 , 17-0-0 , 18-10-8, 26-3-e _ 34-0-0 36-0-0 , 2-0-0 1-8-12 01i>; 5-2-0 5-2-8 2-1-0 1-10-8 7-5-D ' 7-8-8 2-0-0 0-8-12 1-5-8 4x4 = Scale = 1:79.2 8.00 ,12 7 z c a 14 20 1.5x4 11 6x12 11 3x4 I 6.00 ,� 5x8 = 2-5-8 4-5-8 1-8-12 8-8-0 14-10-8 17-0-0 18-10-8 26-3-8 34-0-0 1-8-12 5-2-8 5-2-8 2-1A 1-1D-8 7-5-D 7-e-8 Plate Offsets (X,Y)-- .[12:0-7113 Edgej,(15:0-6-0 0-2-8] L7:0-5-4,0-2.8 ll9:0-4-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ii Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.24 14-15 >999 240 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.86 Vert(CT) -0.41 14-15 >983 180 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.28 12 n/a n/a BCDL 10.0 Code IRC2021fTP12014 Matrix -MS Weight: 237 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 *Except* WEBS 1 Row at midpt 6-16, 8-16, 8-15,10-15 2-20: 2x6 DF No.2 SLIDER Right 2x8 DF 225OF 1.9E 3-0-0 REACTIONS. (size) 20=0-5-8,12=0-5-8 Max Harz 20=-219(LC 10) Max Uplift 20=-93(LC 12), 12=-92(LC 13) Max Grav 20=1650(LC 19), 12=1683(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-0274/393, 3-4=-25531306, 4-6=-1859/294, 6-7=-1437/323, 7-8=-1481/341, 8-10=-1556/286,10-12=-2056/268,2-20=-16961234 BOT CHORD 19-20=-202/343, 1 8-1 9=-2 6013 52 3, 17-18=-97/2202, 1 6-1 7=-911 7 74, 15-16=-10/1417. 14-15=-111/1629, 12-14=-111/1629 WEBS 3-19=-65/1183, 3-18=-1 3971173, 4-18=-22/686, 4-17=-8971141, 6-17=-06/1495, 6-16=-1527/166, 7-16=-364/1534, 8-16=-351/206, 10-15=-6001140, 10-14=0/383, 2-19=-302/3452 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) and C -C Exterior(2E) -2-0-0 to 14-13, Interior(1) 14-13 to 17-0-0, Exterior(2R) 17-0-0 to 20-4-13, Interior(1) 20-4-13 to 36-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Bearing atjoint(s) 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 Ib uplift at joint 20 and 92 Ib uplift at joint 12. 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 incorporale 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 — — — — PROFF'S�S' GIN • 0010•• .� �i��.7PE • � `r• ....• •�• • ...... Rilt ... • • : • •:EXPIRES' JX31/2022 • • • • • • • • Sepjjmb�r 22,20112 • • • • 4 MiTek USA, Inc. SunSunrise Avenue, Suite 270 Roseville. GA 95661 1318-22 Relco Roof and Floor, Inc, Harrisburg, OR - 97446, Truss Type Roof Special Supported Gable 17-0-0 17-0-0 8.00 12 QtyI Ply 1 Addition R72730285 I 1 I Job Reference (optionalj _ 8.620 s Aug 22 2022 MiTek Industries, Inc. Wed Sep 21 13:19:17 2022 Page 1 ID:OFZw6fdH3PS34WfEN8C5Aiz6dHc-94DKaH FpRbacBGnAK9BhMxsou919cQikYPBN_SybOlO 34-0-0 136-0-0 17-0-0 2-0-0 4x4 = 12 43 42 3x4 = 4x6 II 33 32 31 30 29 28 27 26 2524 3x4 11 6.00 F12 5x6 = Scale = 1:79.4 0 0 0 '3Id c5 PLATES GRIP MT20 220/195 Weight: 234 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF No.2 WEBS 1 Row at midpt 12-33, 11-34, 13-32, 14-31 REACTIONS. All bearings 34-0-0. (lb) - Max Horz 43=-279(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 40, 34, 35, 36, 37, 38, 39, 41, 31, 30, 29, 28, 27, 26 except 43=-282(LC 8), 24=-144(LC 9), 42=-202(LC 9), 32=-129(LC 13), 25=-138(LC 8) Max Grav All reactions 250 Ib or less atjoint(s) 40, 34, 35, 36, 37, 38, 39, 41, 42, 32, 31, 30, 29, 28, 27, 26, 25 except 43=424(LC 20), 24=319(LC 26), 33=268(LC 22) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-43=-294/148, 10-11=-145/253,11-12=-170/294,12-13=-170/294,13-14=-l47/255, 22-24=-288/112 WEBS 12-33=-266/120 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Corner(3E) -2-0-0 to 1-4-13, Exterior(2N) 1-4-13 to 17-0-0, Corner(3R) 17-M to 20-4-13, Exterior(21i 20.4-13 to 36-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 40, 34, 35, 36, 37, 38, 39, 41, 31, 30, 29, 28, 27, 26 except Qt=1b) 43=282, 24=144, 42=202, 32=129, 25=138. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 40, 34, 33, 35, 36, 37, 38, 39, 41, 42. ��REU PROFS 97587PE r " a- :0 . • .• fl•• •• • P IJ4,1=.el, 4, Pit s a 06 SER .... � . TSN • • t ••: • • :EXPIRIS" 3M1/2022 •- • .. •. SeptembW 22,20 "•"� N WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5 /1 912 02 0 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 andlor 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 ANSVTPf1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 45-8 10-5-0 4-0-0V 15-1-8 Plate Offsets'(X,Y}- 132:0-4-0,0-1-Oj LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.03 23 n/r 120 TCDL 7.0 Lumber DOL 1.15 BC 0.09 Vert(CT) -0.05 23 n/r 90 BCLL 0.0 * Rep Stress Incr YES WB 0.13 Horz(CT) 0.01 24 n/a n/a BCDL 10.0 Code IRC2021ITP12014 Matrix -R Scale = 1:79.4 0 0 0 '3Id c5 PLATES GRIP MT20 220/195 Weight: 234 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF No.2 WEBS 1 Row at midpt 12-33, 11-34, 13-32, 14-31 REACTIONS. All bearings 34-0-0. (lb) - Max Horz 43=-279(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 40, 34, 35, 36, 37, 38, 39, 41, 31, 30, 29, 28, 27, 26 except 43=-282(LC 8), 24=-144(LC 9), 42=-202(LC 9), 32=-129(LC 13), 25=-138(LC 8) Max Grav All reactions 250 Ib or less atjoint(s) 40, 34, 35, 36, 37, 38, 39, 41, 42, 32, 31, 30, 29, 28, 27, 26, 25 except 43=424(LC 20), 24=319(LC 26), 33=268(LC 22) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-43=-294/148, 10-11=-145/253,11-12=-170/294,12-13=-170/294,13-14=-l47/255, 22-24=-288/112 WEBS 12-33=-266/120 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Corner(3E) -2-0-0 to 1-4-13, Exterior(2N) 1-4-13 to 17-0-0, Corner(3R) 17-M to 20-4-13, Exterior(21i 20.4-13 to 36-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 40, 34, 35, 36, 37, 38, 39, 41, 31, 30, 29, 28, 27, 26 except Qt=1b) 43=282, 24=144, 42=202, 32=129, 25=138. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 40, 34, 33, 35, 36, 37, 38, 39, 41, 42. ��REU PROFS 97587PE r " a- :0 . • .• fl•• •• • P IJ4,1=.el, 4, Pit s a 06 SER .... � . TSN • • t ••: • • :EXPIRIS" 3M1/2022 •- • .. •. SeptembW 22,20 "•"� N WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5 /1 912 02 0 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 andlor 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 ANSVTPf1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. 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S N O -j D N, O Z N O M (A (D x C Srp < co N V � ❑ cr OD m a2 ° a 3 c O co r O _. d 7 2) Cc n °m C O N O 4� �• a3•.3 4.� c a • JJam��• C -••qy ..=9 S• y e < fmf�•< X30 -CD O N 2 'ICD' w ' n 3 d 3 d° •oaf (D p d _*(D ID C y a �• I���7 • iii •ems f0 N 4i S o; y �m m m 0 m� m• U> • � rF I • X9, • �1 x � w � Tri CD CD � La. • m H V � ❑ cr OD m a2 ° a 3 c ODm y _w m C co r O _. d 7 2) Cc Q °m C O O !D VZ n'm 4� O �••� a3•.3 4.� c • JJam��• C -••qy ..=9 S• y e < fmf�•< X30 -CD O N 2 'ICD' m � N CD v� n 3 d 3 d° •oaf (D p d _*(D ID C y a �• I���7 • iii •ems t•3 (Dm V1 CD ' �m m m 0 m� m• U> • � rF I • X9, • �1 •6�• Tri • •n •�h N Tcc-hhI cal 4 Fh91nvchnlj mr-0 Technical and engineering information for residential remodel located at 771 S Ash St Springfield OR 97477 HILL & DALE ENGINEERING, LLC P.O. BOX 95 VIDA, OREGON 97488 541-968-5056 psh424@gmall.com Page: 1/15 Date: 07/05/22 Clients Mathew Sutten C/o John Tuttle Design 329 51h St. Springfield, OR 97477 Location: 771 S. Ash St, Springfield Job Description: Structural for remodel Job Number: 64-22 Design Criteria:` -OSSC 19 and ORSC 21 ' tit` 4PY 15 -SDC D -Exposure B -120 mph wind -Roof Snow Load=20psf�"�`;` -Roof Dead Load=15psf -Floor Dead Load=10psf -Floor Live Load=40psf -1500psf soil bearing pressure *The following items are not in the scope of work from this office: *Waterproofing by others. *Geotech by others. *Trusses by others. IV \ r"'®..,,. .. 0 d -'m.,.. yam,: ' ��'w.��a..m% i f+nr�° wi!t' �'A.... , Hatch Legend 6112 Vault 1"n -nn 4&RELCO r PO BOX 84 s Harrisburg , OR 541-995.6811 relcotruss.com V Indicates Left End of Truss Daft Sutten Addition 771 S Ash St Springfield, OR 97478 Roo# Area =2119.98 Loading. 25-7-0-10=42# Spacing: Wo.c. Roof Pitch: 8112 Ceiling Pltch:6/12 Overhang: 24" waiis:2x6 1318-22 HILL & DALE ENGINEERING, LLC PO BOX 95 VIDA, OREGON, 97488 (541) 968-5056 CLIENT SHEET NO. CALCULATED BY JOB u - Flriz V- l� A� PrO n.�.,*.r,...,,Me,. M DATE vvto M DATE HILL& DALE ENGINEERING, LLC Po BOX 95 VIDA, OREGON, 97488 (541) 9 68-505 6 CLIENT SHEET NO. r OF` CALCULATEDBY DATE JOB # V, ce o? fj 2.1 e7181 V, ?-`//60S)"'J, i. Z6 VA, i I cat 6rl( 9 76 7) —m ' V, ce o? fj HILL& DALE ENGINEERING, LLC PO BOX 95 VIDA, OREGON, 97488 (541) 96 8-505 6 f 550)-X�' z' JZ:��iaTZS Z— VI 4' 2- c� ( 12/ '17 CLIENT SHEET NO. ) CALCULATED BY jal RL JOB # '� !7.�' P/9-0 3 OF DATE -mAl — (I I HILL& DALE ENGINEERING, LLC PO BOX 95 VIDA, OREGON, 97488 (541) 9 68-505 6 SHEET NO. - OF CALCULATED BY DATE J013 #- E-76 X2-X)K I IF ---157S if Y HILL & DALE ENGINEERING, LLC PO BOX 95 VIDA, OREGON, 97488 (541) 968-5456 CLIENT SHEET NO. OF_ CALCULATED BY DATE JOB # PA- ps = '?aco - r3,c f�s f:z,:L .3a' . / 2.4 J'j 31) A HILL& DALE ENGINEERING, LLC PO BOX 95 VIDA, OREGON, 97488 (541) 968-5056 WENT SHEET NO. IL f CALCULM ED By JOB # — VIA Ki UAFE 114 :-. "-A v, It 33 lie F Cl Id. J4 ,Z7 494/ bCPLtF7- J,�C-761- V2 - P tv c (�a zi Is) -/3 ,z7 VIA Ki UAFE 114 :-. "-A v, It 33 lie F Cl Id. J4 ,Z7 494/ bCPLtF7- J,�C-761- V2 - P Hllf & DAI.F_ ENGINFERING, LLC PO BOX 95 VIDA, OREGON, 97488 (5 41) 96 8-505 6 CLIENT SHEET NO. ti OF r t CALCULATED BY DATE JOB * - L E i _ 5 G &lam W 7; =� 7 f -J Vim. /3' 4'a"! HILL& DALE EN61NEERINC, LLC PO BOX 95 VIDA, OREGON, 97488 (541) 968-5056 CLIENT SHEET NO. OF CALCULATED BY DATE JOB # J?,:3, sz 11--4- . Na, _S 0-PLf P IV93z--�W� /5's 3 2 7 6 77' 35 QT? 14" /f 174 2 W� :4qrl 0 A- �53 16 ,,4 r s � s r • . r LL f DALE ENGINEERING, LLC PO BOM 95 VIDA, OREGON, 97488 (541) 868-0667 (541) 896-9205 CALCULI +eo sir_ p .- - om x8. NTT Co "'e•G+,�• Ef �I'iklJhiC f �� of C• HILL & DALE ENGINEERING, LLC 'PO SOX 95 VIDA, OREGON, 97488 (54`1) 868-0667 (541) 896-9105 CLIENT SHEET NO. _ OF CALCULATED HY DATE J09 i _ lz�* ,jaiss .4�- C04 -V Prio pr xz' la I, T Wb�hW i�f✓ v -o ��� . Mb� .- Plry I,5TIpt WA I.I. Go"s-' t2�I 1. - * 4.. G M U P►I OPAL aAT M 4s9..4-oap. zoo Gm NG ?v�r� PSI (,��a� �5 � D��t�•a E Fj jC U Y! G KP!4f'1 .i!"J� A z �_ !Up AA t 80 U11 I IN Moment Post Base The patent-penditV MPBZ is specific* desigrod to provide moment realstmos for columns or posts An innovative overlapping s;; design encapsulates the post, helping to mist rotation around its bAss It is WaW. a for 44, W and W posts. The MPBZ is Ideal forWdoa structures, such as carports, ferim and de*s. BA-1n,stan.d-off;Ws provide the mqtirod- 1 1 Vand�off to restat away of the post while eliminating multiple pane andaWerribly, Additionally, the MPBZ to ava.Halpte In ZMAX8 as this standardAillah to meet exposure conditions In marry environments. Features: Internal top -of -concrete tabs • 1" standoff tabs • Additional holes Provided to altudi Win n Wailal • Weep hole provided for water drainage matollat, 12 gauge Finish: ZMAX coating Installetlon: • Use all spcofflod fastonero; see General Notes. • Install MPBZ before concrete is placed using embedment Wel indkWors and form board attachment holes. • Place post on tabs 1' above top of concrete. • Install Slrong-Drive SDS Heavy -Duty Connector screws, which are supplied with the MPBZ. (Lag screws wig not achieve the same load.) • Concrete level Inside the W must not exceed 1/4' above embedment Me to allow for water drainage. • Annual inspection of connectors used. in outdoor application Is advised. if egritseant corrosion is apparent or suspected, then the wood, fasteners and connectors should be evaluated by a qualified engineer or Inspector. Codes: See p.12 for Code Reference Key Chart IVIP888Z (MPS44Z, MPB66Z similar) U.S Patent Pending .J=Pblock 64 069 11 stand Off C9 V min. 1 ver(to.) 71 rtyp. Catorate: cov�.per AGI X318 MOTION A — I W Wdenalon at: Typical MPB66Z Non-Reinforoad Installation (others similar) ani.posy WWM concrotetkick OX6 Petit 1*51anidolf 7W B 5On. - sidecom (typ.) t I-rvp. 9 11i4' (min.) NEWN RES 10"on't 1-3,18 1=1=11-rmft SECTION 0 2W #4 horlzontal ties er P4 ftotbr%m 2W des ax extension at tis Spacing IsQuars arid lernoind extension spacing LYWO and 'M -7 6 hook (W dear Shaped ft) (W dot shaped tin) from MPBZ) from - MPEV) Well, lrrr T" GUndarti brjoks 1108 ,7 4v# i on com" avt Standard an canter hooks W- -7 ACI Uric) Concrete 'to 1AMCARSIMP-) unless acted ACI 818.r to COW UNS, AM -3 B noted Mass noted Whe= Footing by Designer otherwise otherwise otherwtse Footing by Designer WSW MPOWZ r�Fj j6*4 Footing (size and minforcernent) by Designer. Footing (size and reinforcement) by Designer. Siandard)vd< ueometry)n accordance , geometry hook geoin accordance with AO 318 unless noted otherwise, 4". These reinforced MPBZ details are avallabi - --n istrongtie.corn/mpbz, 4 4. 81 Mill. 4' min. sides over j 161UPIWIZ for MFWZ J; raln. 41tImm 6* min. eldleov'br Mr W formpanz for MP for MP866Z 4. min � T min. gdeww for tormpew PM 6. WR 61 610, Wemover or I MP for MPESBZ IVIP888Z (MPS44Z, MPB66Z similar) U.S Patent Pending .J=Pblock 64 069 11 stand Off C9 V min. 1 ver(to.) 71 rtyp. Catorate: cov�.per AGI X318 MOTION A — I W Wdenalon at: Typical MPB66Z Non-Reinforoad Installation (others similar) ani.posy WWM concrotetkick OX6 Petit 1*51anidolf 7W B 5On. - sidecom (typ.) t I-rvp. 9 11i4' (min.) NEWN RES 10"on't 1-3,18 1=1=11-rmft SECTION 0 2W #4 horlzontal ties er P4 ftotbr%m 2W des ax extension at tis Spacing IsQuars arid lernoind extension spacing LYWO and 'M -7 6 hook (W dear Shaped ft) (W dot shaped tin) from MPBZ) from - MPEV) Well, lrrr T" GUndarti brjoks 1108 ,7 4v# i on com" avt Standard an canter hooks W- -7 ACI Uric) Concrete 'to 1AMCARSIMP-) unless acted ACI 818.r to COW UNS, AM -3 B noted Mass noted Whe= Footing by Designer otherwise otherwise otherwtse Footing by Designer WSW MPOWZ Reinforced Concrete Footing Reinforced Concrete Footing Footing (size and minforcernent) by Designer. Footing (size and reinforcement) by Designer. Siandard)vd< ueometry)n accordance , geometry hook geoin accordance with AO 318 unless noted otherwise, with ACf 3f$ unless noted otherwise. These reinforced MPBZ details are avallabi - --n istrongtie.corn/mpbz, Reactions an-ARELCO r R u s s Since 1973 PO Box 84 Harrisburg, OR 97446 voice 541.995.6311 fax 541.995.6111 WWW.RELCOTRUSS.COM SPECIAL NOTES: Matt Sutten 541-521-2865 mattsutten@gmail.com SOLD TO SHIPTO Addition 771 S Ash St Springfield , OR 97478 JOB NAME Matt Suiten TRANSACTION # 1318-22 STATUS Quote PO # SALES REP Josh Langkamp REQUESTED DEL DESIGNER Josh Lanqkamp CONTACT Building Code Roof Loading Floor Loading TC Live: TC Dead: BC Live: BC Dead: TC Live: TC Dead: BC Live: Cad: MWFRS (Envelope)/C-C hybrid Wind ASCE 7-16 25 7 0 10 120 4.2 3 Component Item - Roof Trusses Building Code Wind Design Method Exp Cat Occ Cat Velocity TC Dead BC Dead IRC2021/TP12014 I MWFRS (Envelope)/C-C hybrid Wind ASCE 7-16 B II 120 4.2 3 Component Item - Roof Trusses OTY (Shipping) Base Span DIAGRAM PLY PITCH LABEL HEIGHT SPAN LUMBER REACTIONS (13-00-03) 2 x 10 Joint 2 Joint 12 1 8/12 A1ST 12-04-002 34-00-00 x 8 1942 1942 -155 -155 (13-00-03) 2 x 10 Joint 2 Joint 12 5 8/12 A2 12-04-002 34 -00 -DD x 8 1939 1939 -8 a 8/12 (13-00-03) Jowl 20 Joint 12 9 6 /12 A3 12-04-002 34-00-00 x 4 1650 1683 -93 -92 8/12 (13-00-03) Joint 43 Joint 24 Joint 33 Joint 42 Joint 32 Joint 31 Joint 30 Joint 29 1 6 /12 A4G 12-04-00 34-00-0D 2 x 4 424 319 268 209 227 171 167 168 -282 _ -144 45 -202 -129 -66 -61 -62 Joint 28 Joint 27 Joint 26 Joint 25 169 165 187 142 -61 -63 -57 -138 8/12 (9-00-03) Joint Joint 1 6 /12 B1ST 7-08-072 22-00-0D x 4 1052 1052 -169 -169 8/12 (9-00-03) .:oint2 Joint6 5 6112 132 7-08-072 22-00-00 x 4 1052 1052 -67 -67 6/1412022 6:49:03 AM Josh Langkamp - JL 1 of 1 TakeOff r�21Z RrELCO T R U S 5 Since 1973 PO Box 84 Harrisburg, OR 97446 voice 541.995.6311 fax 541.995.6111 WWW.RELCOTRUSS.COM SPECIAL NOTES: Matt Sutten 541-521-2865 mattsutten@gmail.com SOLD TO SHIPTO Addition 771 S Ash St Springfield , OR 97478 JOB NAME Matt Sutten TRANSACTION # 1318-22 STATUS Quote PO # SALES REP Josh Langkamp REQUESTED DEL DESIGNER Josh Lanqkamp CONTACT Roof Trusses QTY (Shipping) Base Span OVERHANG CANTILEVER STUB DIAGRAM PLY PITCH LABEL HEIGHT SPAN LUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT (13-00-03) 2x 10 1 8112 A1ST 12-04-00 34-00-00 2 x 8 2-00-00 2-00-00 (13-00-03) 2 x 10 5 8 112 A2 12-04-00 34-00-00 2 x 8 2-00-00 2-00-00 8112 (13-00-03) 9 6 /12 A3 12-04-00 34-00-00 2 x 4 2-00-00 2-00-00 8/12 (13-00-03) 1 6112 A4G 12-04-00 34-00-00 2 x 4 2-00-00 2-00-00 8/12 (9-00-03) 1 61 1 2 B1 ST 7-08-07 22-00-00 2 x 4 2-00-00 2-00-00 8/12 (9-00-03) 5 6 /12 62 7-08-07 22-00-00 2 x 4 2-00-00 2-00-00 22 2574.34BF 675.99 Items TOTAL QTY TYPE SIZE LENGTH LABEL SELL 27 Blocks 2x4 Solid Block 1-10-07 2x4 Solid Block 13 Blocks 2x4 Vented Blocks 1-10-07 2x4 Vented Blocks 40 Hanger One RT7 One RT7 I . $108.00 Relco 30153 Substation Dr Harrisburg OR 97446 Phone (541) 995-6311 6/14/2022 6:49:03 AM Josh Langkamp - JL 1 of 2 ✓v . 1318-22 Walk-in, Project: Addition Page: 2 of 2 Ship To: 771 S Ash St, Springfield OR 97478 PROPOSAL AGREEMENT 1. Trusses are manufactured with Kiln Dried Doug -Fir chords. As specified or requested by customer. 2. Quote includes field verification and delivery. 3. Quote includes truss to truss & truss to plate hardware. 4. Quote includes solid and vented eave blocking unless project calls for blocking panel trusses or specified combination of both. 5. Delivery fee may increase depending on site access. Plateline delivery is not guarenteed. 6. Changes in material costs (lumber, plates, hardware) DO NOT guarentee price will remain unchanged at time of production. RELCO Truss must have signed Proposal Agreement to reserve a spot on production schedule. Thanks for the opportunity to quote your project! Stamped Engineering will be provided after signed Proposal and Engineering deposit has been recieved ( if required). EXTRA CRANE TIME IS $250/HR QUOTE INCLUDED 1 HOUR CRANE TIME Extra crane time must be scheduled prior to delivery. Unless otherwise stated. QUOTE DATE: 6/14/2022 JOBSITE MUST BE ACCESSIBLE FOR OUR TRUCKS Relco recommends using stabilizers. WHEN CRANE SETTING OF TRUSSES IS INCLUDED, RELCO RESERVES THE STABILIZERS ARE $90.00 PER BOX RIGHT TO GROUND DROP TRUSSES IF JOBSITE IS UNSAFE OR IMPRACTICAL AS DETERMINED BY RELCO DRIVER/CRANE OPERATOR Terms and Conditions of Sale - Please Read QUOTES HELD FOR 14 DAYS FROM PRODUCTION DATE RELCO is a material supplier, not a sub contractor. The truss list is not guaranteed to complete your job. By signing, QUOTE DATE: 6/14/2022 customer has verified and agrees to all quantities, pitch, overhang, specifications and dimensions of the truss package. RELCO guarantees material and workmanship. When factory error occurs, we must be given the Delivery Included opportunity to make repairs. Do not cut, alter, or use damaged trusses without engineering approval. NO BACK CHARGES without approval. RELCO warns that trusses can cause property damage or injury if improperly installed I or braced. It is the customer's responsibility to provide access to the jobsite. RELCO is not responsible for mud on Grand Total $10,169.00 streets or damage to underground systems, driveways, curbs or fences. Trusses are made to order, you may be subiect to a charoe on cancellation. Crane time charge is $250. HR I All invoices paid by credit card are subject to a 2 Accepted by For: Walk -In L_ l., Relco 6/14/2022 6:49:03 AM DATE: 30153 Substation or Harrisburg OR 97446 Josh Langkamp - JL Phone (541) 995-6311 2 of 2 7011 � russ ype Qty PTY Addition 1318-22 AI ST (GABLE 1 1 tio _ _ Job Reference !opnal Truss, Relco Tru, Harrisburg, Dr. 97446 Run: 8.600 s Apr 13 2022 Print: 8.600 s Apr 13 2022 MiTek Industries, Inc. Mon Jun 13 16:14:18 2022 Page 1 ID:OFZw6fdH3PS34WfEN8C5Aiz6dHc-2ZztBJgIK00uzPUErxAG?N01 ShkEERmSID6S7A4z6cup -2-0-0 4-7-14 5-;14 9-10-4 12-4-2 13-9=: 17-0-0 20-2-13 e1-7-1124-1-121 28-11-2 29_-2 34-0-0 36-0-01 1 2-0-0 4-7-14 0-5'D 4-9-6 1 2-5-14 F1-5-1 3-2-13 3-2-13 1-5-1 2-5-14 4-9-6 0-5 0 4-7-14 2-0-0 6x8 — Scale =1:75.8 LUMBER- BRACING - TOP CHORD 2x10 DF SS *Except* 2 2 TOP CHORD Structural wood sheathing directly applied or 3-10-1 oc purlins. T1,T4: 2x4 DF No.2 7 50 WEBS 1 Row at midpt 6-8 132: 2x12 DF SS MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF No.2 *Except* be installed during truss erection, in accordance with Stabilizer W4: 2x6 DF No.2 OTHERS 4 DF N 8.00 12 r 4x4 ST - 44 649 8 5 ra -3x6 3x6 TZ T3 5 9 8X10 q 8X10 q Sr5 14-0-0 ro S'9 10 3x4 ST1- ', 3 STIO .p} 3x4 3 .T4 �'�� �' ST I 1 11 T! H'VJ S"3 2 .'�'; v^ W1 74 " H HVf, i 3 17 16 15 14 410 3x5 11 10x12 = 10x12 3x5 it 4x10 I. 4-7-14 9-10-4 17-0-0 24-1-12 29-4-2 34-0-0 4-7-t4 5-2-6 7-1-12 7-1-12 5-2-6 4-7-14 Plate Offsets X,Yj:. 2:0-5-9,0-0-8-, .4:0-4-0,Edgej, [5:0-5-7,0-0-8], [7:0-4-O Lck 9:0-5-7.0-0-8] 10:0-�Edgej, j12:0-5-9,0-0-8],L15T0-6- Edgej, [16:0-6-O,Edge�_ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.22 15-16 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.48 Vert(CT) -0.35 15-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(CT) 0.03 12 n/a n/a BCDL 10.0 Code IRC2021/TP12014 Matrix -MS Attic -0.1315-16 1308 360 Weight: 354 lb FT=20% LUMBER- BRACING - TOP CHORD 2x10 DF SS *Except* 2 2 TOP CHORD Structural wood sheathing directly applied or 3-10-1 oc purlins. T1,T4: 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x8 DF 2250F 1.9E *Except* WEBS 1 Row at midpt 6-8 132: 2x12 DF SS MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF No.2 *Except* be installed during truss erection, in accordance with Stabilizer W4: 2x6 DF No.2 OTHERS 4 DF N Installation guide. x 0. SLIDER Left 2x4 DF No.2 3-0-0, Right 2x4 DF No.2 3-0-0 REACTIONS. (Ib/size) 2=1698/0-5-8 (min. 0-2-0), 12=1698/0-5-8 (min. 0-2-0) Max Herz2=248(LC 11) Max Uplift2=-155(LC 12), 12=-155(LC 13) Max Grav2=1942(LC 20), 12=1942(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1082/2, 3-4=-2431/171, 4-5=-2506/136, 5-6=-1904/187, 6-49=-8/508, 7-49=-3/535, 7-50=-3/535, 8-50=-8/508; 8-9=-1904/187, 9-10=-2506/136, 10-11=-2433/172, 11-12=-1082/1 BOT CHORD 2-17=-209/2140, 16-17=-207/2151, 15-16=-12/2037, 14-15=-41/1966,12-14=-43/1956 WEBS 9-15=0/1004, 10-15=-368i235, 5-16=0/1004, 4-16=-368/234, 6-8=-2545/182, 4-17=-394/61, 10-14=-396/63 f NOTES- , 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2E) -2-0-0 to 1-4-13, Interior(1) 1-4-13 to 17-0-0, Exterior(2R) 17-0-0 to 20-4-13, Interior(1) 20-4-13 to 36-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 2-0-0 oc. t 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-8 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-16 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=155, 12=155. 10) Attic room checked for U360 deflection. LOAD CASE(S) Standard J61 russ Truss Type oty -Pfy, Addition — 1318-22 A2 Attic 5 1 Job Reference /optional/ Relco Truss, Harrisburg, Or. 97446 Run: 8.600 s Apr 13 2022 Print: 8.600 s Appr 13 2022 MiTek Industries, Inc. Mon Jun 13 16:14:19 2022 Page 1 I D:0 FZw6fdH3PS34Wf EN8C5Aiz6dHc-WmW FPfrN4J W IbZ3 ROeh VXaxCB53Tzu?bWtrOfoz6cuo -2-0-0 4-7-14 5-0-14 9-10-4 _ 12-4-2 13-9-3 17-0-0 _ 20-2-13 21-7-14 24-1-12 . 28-11-2 29,E-2 34-0-0 36-0-0 2-0-0 4-7-14 0-5-0 4-9-6 2-5-14 �1-5-1 3-2-13 3-2-13 1-5-i: 2-5-14 4-9-6 0-5-0 4-7-14 2-0-0 6x8 Scale = 1:75.8 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) and C -C Exterior(2E) -2-0-0 to 1-4-13, Interior(1) 1-4-13 to 17-0-0, Exterior(2R) 17-0-0 to 20-4-13, Interior(1) 20-4-13 to 36-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-8 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-16 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 12. 8) Attic room checked for U360 deflection. LOAD CASE(S) Standard 7 27 8.00 F12 44 = •' 4x4 6 26 8 s 3x6 I I T2 3x6 T3 5 9 a N 8x10 �1 o 8x10 4 _ 14-0-0 © 10 3X43 1�J3 X4 -1 3x4 Q 3 5 11 2 Ti 1 W'1 W2 W6 �. r4 _ qQ yaBt �— iNJF 12 143 — 17 16 15 14 410 i 3x5 11 10x12 = 1002 = 3x5 i1 410 4-7-14 9-10-4 17-0-0 24-1-12 29-4-2 34-0-0 4-7-14 5-2-6 7-1-12 7-1-12 5-2-6 4-7-14 _ Plate Offsets (X,Y)-- [2:0-5-9,0-0-8), 4:0-4-0,Edge], 5:0-5-7,0-0-8],._L7:0-4-O,Edgel, 19:0-5-7,0-0-81,11070-4-0,Edgej [12:0-5-9,0-0-8], 115:0-6-O,Edgel 16:0-6-0,Edrge] LOADf) SPACING- 2-0-0 255 EFL. in GRP TCLL ) 0Plate Grp DOL .15 CCI 0.40 VDert(LL) -0.22 15I 16 >/999 40 MT20 01/1195 TCDL 7.0 Lumber DOL 1.15 BC 0.48 Vert(CT) -0.3515-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(CT) 0.03 12 n/a n/a BCDL 10.0 Code IRC2021/TP12014 Matrix -MS Attic -0.1315-16 1308 360 Weight: 312 lb FT=20% LUMBER- BRACING - TOP CHORD 2x10 DF SS *Except* TOP CHORD Structural wood sheathing directly applied or 3-10-1 cc purlins. T1,T4: 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x8 DF 2250E 1.9E *Except* WEBS 1 Row at mid pt 6-8 82: 2x12 DF SS *Except* MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF No.2 be installed during truss erection, in accordance with Stabilizer W4: 2x6 DF No.2 Installation guide. SLIDER Left 2x4 DF No.2 3-0-0, Right 2x4 DF No.2 3-0-0 REACTIONS. (Ib/size) 2=1698/0-5-8 (min. 0-2-0), 12=1698/0-5-8 (min. 0-2-0) Max Horz 2=198(LC 11) Max Uplift2=-8(LC 12), 12=-8(LC 13) Max Grav2=1939(LC 20), 12=1939(LC 21) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1083/0, 3-4=-2430/135, 4-5=-2506/116, 5-6=-1904/176,6-26=0/508, 7-26=0/535, 7-27=0/535, B-27=0/508,8-9=-1904/176, 9-10=-2506/116, 10-11=-2431/135, 11-12=-1083/0 BOT CHORD 2-17=-32/2105, 16-17=-30/2117,15-16=0/2023, 14-15=-34/1969, 12-14=-34/1958 WEBS 9-15=0/1004, 10-15=-368/200, 5-16=0/1004, 4-16=-368/200, 6-8=-2555/182, 4-17=-383/44, 10-14=-384/46 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) and C -C Exterior(2E) -2-0-0 to 1-4-13, Interior(1) 1-4-13 to 17-0-0, Exterior(2R) 17-0-0 to 20-4-13, Interior(1) 20-4-13 to 36-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-8 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-16 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 12. 8) Attic room checked for U360 deflection. LOAD CASE(S) Standard Sob russ russ ype 7 Ofy — Ply — Addition 1318-22 A3 Roof Special I 9 1 � 1 Job Reference ioptionah _ Relco Truss, Harrisburg, Or. 97446 Run: 8.600 s Apr 13 2022 Print: 8.600 s Apr 13 2022 MiTek Industries, Inc. Mon Jun 13 16:14:20 2022 Page 1 r �1 W1 19 18 ID:OFZw6fdH3PS34WfEN8C5Aiz6dHc-y4ec?s?rdfcCiedyMCk4oUFdUJIiFGklXbZBFz6cun Max Uplift20=-93(LC 12), 12=-92(LC 13) 3aa Max Grav 20=1 650(LC 19), 12=1683(LC 20) - 6x8 3x4 = . 1-8-1r-2--0 5 -5-81 9-8-0 _14-10-8 17-0-0 18-10-8 26-3-8 34-0-0 36-0-0 6-7=-1437/323, 7-8=-1481/341, 8-26=-1367/286, 9-26=-1431/272, 9-10=-1556/270, 1-8-12p- 5-2-8 5-2-8 21-8 1 - 7-5-0 7-8-8 2-0-02-0-0 BOT CHORD 19-20=-202/343,18-19=-260/3523, 17-18=-97/2202,16-17=-911774,15-16=-10/1417, 0-8-12 1-5-8 15-27=-111/1629,14-27=-111/1629,14-28=-111/1629, 12-28=-111/1629 20 3x4 6.00 F12 WEBS 3-19=-65/1183, 3-18=-1397/173, 4-18=-22/686, 4-17=-897/141, 6-17=-66/1495, 5x8 = 6-16=-1527/166, 7-16=-364/1534, 8-16=-351/206, 10-15=-600/140, 10-14=0/383, 44 = Scale = 1:77.1 C^1 G 4X10 i 3 W4 u u Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 *Except* WEBS 3x6 WI: 2x6 DF No.2 3 T1 SLIDER Right 2x8 DF 225OF 1.9E 3-0-0 4AM 8.00 F12 7 3x8 3x5 8 3x4 25 T 26 3x5 5 9 3x5 € t W10 4 r: VV W7 W0 , W11 WL W6 W12 3x5 10 14 28 34-0-0 7-8-8 1 PLATES GRIP MT20 220/195 a Weight: 237 Ib FT = 20 TOP CHORD 2x4 DF No.2 TOP CHORD 4X10 i 3 W4 -jo Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 *Except* WEBS W13 WI: 2x6 DF No.2 2 8f SLIDER Right 2x8 DF 225OF 1.9E 3-0-0 B. Installation guide. REACTIONS. (Ib/size) 20=1562/0-5-8 (min:.0-1-8), 12=1545/0-5-8 (min.0-1-12) �1 W1 19 18 17 Max Uplift20=-93(LC 12), 12=-92(LC 13) Max Grav 20=1 650(LC 19), 12=1683(LC 20) - 6x8 3x4 = 5x8 - 16 -•:`' TOP CHORD 2-3=-4274/393, 3-4=-2553/306, 4-5=-1859/282, 5-25=-1776/283, 6-25=-1747/294, W — 6-7=-1437/323, 7-8=-1481/341, 8-26=-1367/286, 9-26=-1431/272, 9-10=-1556/270, 10-11=-2056!268, 11-12=-389/0, 2-20=-1696/234 3x8 -- 15 BOT CHORD 19-20=-202/343,18-19=-260/3523, 17-18=-97/2202,16-17=-911774,15-16=-10/1417, 27 14 15-27=-111/1629,14-27=-111/1629,14-28=-111/1629, 12-28=-111/1629 20 3x4 6.00 F12 WEBS 3-19=-65/1183, 3-18=-1397/173, 4-18=-22/686, 4-17=-897/141, 6-17=-66/1495, 5x8 = 6-16=-1527/166, 7-16=-364/1534, 8-16=-351/206, 10-15=-600/140, 10-14=0/383, 1.5x4 I 2-19=-302/3452 3-0-0 1-8-122 ' 4-5-8- 9-8-0 4218 -. 26-3-8 -8- 5-2-8 - -- 28.18108 7-5-0 0-8-12 1-5-8 Plate Offsets LYj=12:0-7-13,Edge],.[15:0-6-0,0-2-8], [17:0-5-4,0-2-8], _ [19:0-4-8,0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 25.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.24 14-15 >999 240 TCDL 7.0 Lumber DOL 1.15 BC 0.86 Vert(CT) -0.41 14-15 >983 180 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.28 12 n/a n/ BCDL 10.0 Code IRC2021/TP12014 Matrix -MS LUMBER- BRACING - 28 34-0-0 7-8-8 1 PLATES GRIP MT20 220/195 a Weight: 237 Ib FT = 20 TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD I Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 *Except* WEBS 1 Row at midpt 6-16, 8-16, 8-15, 10-15 WI: 2x6 DF No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Right 2x8 DF 225OF 1.9E 3-0-0 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 20=1562/0-5-8 (min:.0-1-8), 12=1545/0-5-8 (min.0-1-12) Max Horz 20=-219(LC 10) Max Uplift20=-93(LC 12), 12=-92(LC 13) Max Grav 20=1 650(LC 19), 12=1683(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4274/393, 3-4=-2553/306, 4-5=-1859/282, 5-25=-1776/283, 6-25=-1747/294, 6-7=-1437/323, 7-8=-1481/341, 8-26=-1367/286, 9-26=-1431/272, 9-10=-1556/270, 10-11=-2056!268, 11-12=-389/0, 2-20=-1696/234 BOT CHORD 19-20=-202/343,18-19=-260/3523, 17-18=-97/2202,16-17=-911774,15-16=-10/1417, 15-27=-111/1629,14-27=-111/1629,14-28=-111/1629, 12-28=-111/1629 WEBS 3-19=-65/1183, 3-18=-1397/173, 4-18=-22/686, 4-17=-897/141, 6-17=-66/1495, 6-16=-1527/166, 7-16=-364/1534, 8-16=-351/206, 10-15=-600/140, 10-14=0/383, 2-19=-302/3452 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VUlt=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) and C -C Exterior(2E) -2-0-0 to 1-4-13, Interior(1) 1-4-13 to 17-0-0, Exterior(2R) 17-0-0 to 20-4-13, Interior(1) 20-4-13 to 36-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Bearing at joint(s) 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 20, 12. LOAD CASE(S) Standard lob 71nuss TrussType -Qfy . Ply Addition 1318-22 A4G Roof Special Supported Gable 1 1 Job Reference (optional) Relco Truss, Harrisburg, Cr- 97446 Run: 8.600 s Apr 13 2022 Print: 8.600 s Apr 13 2022 MiTek Industries, Inc. Mon Jun 13 16:14:21 2022 Page 1 D:0 FZw6fd H3 PS34 Wf EN8C5Aiz6d He-S8eOq LtecxnTgsDp W3jzd?OaKurORgS u -B K6Khz6cu m 2-0-0 17-0-034,0-0 36-0-0 2-0-0 r - 17-0-0 -- - 17-0-0 - 2-0-0 4x4 Scale = 1:77.8 8.00 12 12 .if 11 13 3x4 i T2 , dT3 10 14 3x4 9 ff. 15 8 16 I 7 17 a 6 r 518 ."§`T9 18 Sl ST 10 xT3 S`T5 S]6 ST 11 T4 19 S-4 ST -2 F. 4ST•'- STi3 20 3x4 _ 92 1 �.. S T�1 4 ST! 5 3x4 11 3ST, 21 0 2 r B1 40 5116 ST17 22 0 39 38 37 36 35 34 `' 0 A4a... 'I 231099 N 43 42 3x4 4x6 1 33 32 31 30 29 28 27 26 25 24 3x4 11 6.00 F12 5x6 = 4-10-6 18-10-8 10-5-0 4-0-0 CSI. TC 0.29 BC 0.09 WB 0.13 Matrix -R 34-0-0 15-1-8 DEFL. in (loc) I/dell L/d PLATES GRIP Vert(LL) -0.03 23 n/r 120 MT20 220/195 Vert(CT) -0.05 23 n/r 90 Horz(CT) 0.01 24 n/a n/a Weight: 234 Ib FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 12-33, 11-34, 13-32, 14-31 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Instal lationguide. REACTIONS. All bearings 34-0-0. - (lb) - Max Horz 43=-279(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 40, 34, 35, 36, 37, 38, 39, 41, 31, 30, 29, 28, 27, 26 except 43=-282(LC 8), 24=-144(LC 9), 42=-202(LC 9), 32=-129(LC 13), 25=-138(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 40, 34, 35, 36, 37, 38, 39, 41, 42, 32, 31, 30, 29, 28, 27; 26, 25 except 43=424(LC 20), 24=319(LC 26), 33=268(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-43=-294/148, 10-11=-145/253, 11-12=-170/294, 12-13=-170/294, 13-14=-147/255, 22-24=-288/112 WEBS 12-33=-266/120 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Corner(3E) -2-0-0 to 1-4-13, Exterior(2N) 1-4-13 to 17-0-0, Corner(3R) 17-0-0 to 20-4-13, Exterior(2N) 20-4-13 to 36-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. I 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 40, 34, 35, 36, 37, 38 , 39, 41, 31, 30, 29, 28, 27, 26 except (jt=lb) 43=282, 24=144, 42=202, 32=129, 25=138. _ 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 40, 34, 33, 35, 36, 37, 38, 39, 41, 42. LOAD CASE(S) Standard Lj L� 4-5-8 4-5-8 Plate Offsets (X,Y)-- [32:0-4-0,0-1-g LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 TCDL 7.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IRC2021ITP12014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 OTHERS 2x4 DF No.2 4-10-6 18-10-8 10-5-0 4-0-0 CSI. TC 0.29 BC 0.09 WB 0.13 Matrix -R 34-0-0 15-1-8 DEFL. in (loc) I/dell L/d PLATES GRIP Vert(LL) -0.03 23 n/r 120 MT20 220/195 Vert(CT) -0.05 23 n/r 90 Horz(CT) 0.01 24 n/a n/a Weight: 234 Ib FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 12-33, 11-34, 13-32, 14-31 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Instal lationguide. REACTIONS. All bearings 34-0-0. - (lb) - Max Horz 43=-279(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 40, 34, 35, 36, 37, 38, 39, 41, 31, 30, 29, 28, 27, 26 except 43=-282(LC 8), 24=-144(LC 9), 42=-202(LC 9), 32=-129(LC 13), 25=-138(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 40, 34, 35, 36, 37, 38, 39, 41, 42, 32, 31, 30, 29, 28, 27; 26, 25 except 43=424(LC 20), 24=319(LC 26), 33=268(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-43=-294/148, 10-11=-145/253, 11-12=-170/294, 12-13=-170/294, 13-14=-147/255, 22-24=-288/112 WEBS 12-33=-266/120 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Corner(3E) -2-0-0 to 1-4-13, Exterior(2N) 1-4-13 to 17-0-0, Corner(3R) 17-0-0 to 20-4-13, Exterior(2N) 20-4-13 to 36-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. I 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 40, 34, 35, 36, 37, 38 , 39, 41, 31, 30, 29, 28, 27, 26 except (jt=lb) 43=282, 24=144, 42=202, 32=129, 25=138. _ 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 40, 34, 33, 35, 36, 37, 38, 39, 41, 42. LOAD CASE(S) Standard Lj L� Job —T USS 1316-22 I B1 ST Relco Truss, Harrisburg, Or. 97446 -2-0-0 200 – — 1 3x8 Truss Type Scissor Structural 5-8-12 8.00 F12 3x5 3W! - TIST I B1• 10 1.5x4 6.00 12 Qty ;Ply Addition 1 1 Job Reference toptiona-Q Run: 8.600 s Apr 13 2022 Print: 8.600 s Apr 13 2022 MiTek Industries, Inc. Mon Jun 13 16:14:22 2022 Page 1 ID:OFZw6fdH3PS34WfEN8C5Aiz6dHc-wKCOlgtGNEvKSOoO4mEC9DZdVIzEAB51 Dr4gG7z6cul 11-0-0 16-3-4 22-0-0 24-0-0 5-3-4 5-3-4 5-8-12 2-0-0 4x6 11 4 -f W3 25 26 5 974 3x5 9 41+2 W4 9Fl5 5 8x8 .. 72 �82 8 1.5x4 I LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 DF No.2 OTHERS 2x4 DF No.2 REACTIONS. (Ib/size) 2=1052/0-5-8 (min. 0-1-8), 6=1052/0-5-8 (min. 0-1-8) Max Horz2=173(LC 11) Max Uplift2=-169(LC 12), 6=-169(LC 13) Scale = 1:50.3 6 V- 7 7 Io 3x8 PLATES GRIP MT20 220/195 Weight: 101 Ib FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3685/552, 3-25=-3003/227, 4-25=-2941/241, 4-26=-2941/264, 5-26=-3003/250, 5-6=-3685/317 BOT CHORD 2-10=-520/3283,9-10=-530/3347,8-9=-231/3347,6-8=-224/3283 WEBS 4-9=-185/2876, 5-9=-703/453, 3-9=-703/384 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2E) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 11-0-0, Exterior(2R) 11-0-0 to 14-0-0, Interior(1) 14-0-0 to 24-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 2-0-0 cc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit I between the bottom chord and any other members. 7) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=1b) 2=169, 6=169. LOAD CASE(S) Standard 5-8-12 11-0-0 16-3-4 22-0-0 5-8-12 5-3-4 5-3-4 5-8-12 Plate Offsets (X,Y_)--.[2:0-1-9,0-0-13],16:0-1-9,0-0-131, [9:0-4-0,0-3-151 _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.44 8-9 >598 240 TCDL 7.0 Lumber DOL 1.15 BC 0.99 Vert(CT) -0.76 8-9 >349 180 BCLL 0.0 Rep Stresslncr YES WB 0.55 Horz(CT) 0.82 6 n/a n/a BCDL 10.0 Code IRC2021/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 DF No.2 OTHERS 2x4 DF No.2 REACTIONS. (Ib/size) 2=1052/0-5-8 (min. 0-1-8), 6=1052/0-5-8 (min. 0-1-8) Max Horz2=173(LC 11) Max Uplift2=-169(LC 12), 6=-169(LC 13) Scale = 1:50.3 6 V- 7 7 Io 3x8 PLATES GRIP MT20 220/195 Weight: 101 Ib FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3685/552, 3-25=-3003/227, 4-25=-2941/241, 4-26=-2941/264, 5-26=-3003/250, 5-6=-3685/317 BOT CHORD 2-10=-520/3283,9-10=-530/3347,8-9=-231/3347,6-8=-224/3283 WEBS 4-9=-185/2876, 5-9=-703/453, 3-9=-703/384 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2E) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 11-0-0, Exterior(2R) 11-0-0 to 14-0-0, Interior(1) 14-0-0 to 24-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 2-0-0 cc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit I between the bottom chord and any other members. 7) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=1b) 2=169, 6=169. LOAD CASE(S) Standard lots Truss Truss Type Oty Ply Addition 1318-22 B2 Scissor 5 1 Job Reference Iq tionaB Relco Truss, Harrisburg, Or, 97446 Run: 8.600 s Apr 13 2022 Print: 8.600 s Apr 13 2022 MiTek Industries, Inc. Mon Jun 13 16:14:22 2022 Page 1 ID:OFZw6fdH3PS34WfENBC5Aiz6dHc-wKC01 gtGNEvKS0o04mEC9DZc1VIzEAB51 Dr4gG7z6cul -2-0-0 5-8-12 11-0-0 15-3-4 22-0-0 24-0-0 1 2-0-0 5-8-12 5-3-4 - 5-3-4 5-8-121 2-0-0 •, 46 1 r 4 (l ' 17 _. • 18 8.00 12 3x5 f ,� � �" "`-'� �_ �'• 3x5 ,:•F �:�-. 9 ." ,_-- � 5 3WI 8x8 V+r5 TI 72 Bl� 2 q co 10 8 _ 1.5x4 1.5x4 f 2 6.00112 - 6 6 f : 7 "o 1 l' - j 3x8 3x8 " LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 DF No.2 16-3-4 22-0-0 5-3-4 5-8-12 in (loc) I/defl -0.44 8-9 >598 -0.76 8-9 >349 0.82 6 n/a BRACING- TOPCHORD BOT CHORD REACTIONS. (Ib/size) 2=1052/0-5-8 (min, 0-1-8), 6=1052/0-5-8 (min. 0-1-8) Max Horz2=139(LC 11) Max Uplift2=-67(LC 12), 6=-67(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3685/264, 3-17=-3003/70, 4-17=-2941/84, 4-18=-2941/76, 5-18=-3003/62, 5-6=-3685/306 BOT CHORD 2-10=-188/3283,9-10=-190/3347,8-9=-198/3347,6-8=-193/3283 WEBS 4-9=0/2876, 5-9=-703/293, 3-9=-703/303 L/d PLATES GRIP 240 MT20 220/195 180 n/a Weight: 96 Ib FT = 20 Scale = 1:50.3 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing 1 be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) and C -C Exterior(2E) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 11-0-0, Exterior(2R) 11-0-0 to 14-0-0, Interior(1) 14-0-0 to 24-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. LOAD CASE(S) Standard 5-8-12 11-0-0 5-8-12 5-3-4 Plate Offsets (X,Yj-- `2:0-11,0-0-12I [6:0-1-9,0-0-13}, j9:0-4-0,0-3-151 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) TCDL 7.0 Lumber DOL 1.15 BC 0.99 Vert(CT) BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(CT) BCDL 10.0 Code IRC2021/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 DF No.2 16-3-4 22-0-0 5-3-4 5-8-12 in (loc) I/defl -0.44 8-9 >598 -0.76 8-9 >349 0.82 6 n/a BRACING- TOPCHORD BOT CHORD REACTIONS. (Ib/size) 2=1052/0-5-8 (min, 0-1-8), 6=1052/0-5-8 (min. 0-1-8) Max Horz2=139(LC 11) Max Uplift2=-67(LC 12), 6=-67(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3685/264, 3-17=-3003/70, 4-17=-2941/84, 4-18=-2941/76, 5-18=-3003/62, 5-6=-3685/306 BOT CHORD 2-10=-188/3283,9-10=-190/3347,8-9=-198/3347,6-8=-193/3283 WEBS 4-9=0/2876, 5-9=-703/293, 3-9=-703/303 L/d PLATES GRIP 240 MT20 220/195 180 n/a Weight: 96 Ib FT = 20 Scale = 1:50.3 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing 1 be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) and C -C Exterior(2E) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 11-0-0, Exterior(2R) 11-0-0 to 14-0-0, Interior(1) 14-0-0 to 24-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. LOAD CASE(S) Standard r �j 0 0 0 00 0 0 0 0 0 co 4-00-00 A4G Hatch Legend 6/12 Vault 34-00-00 11-00-00 12-00-01 18-10-00 i 11-00-00 rb 0 co 0 00 0 0 U B1ST 6-00-00 22-00-00 6-00-00 Roof Area Indicates Left End of Truss =2119.98 _ R�� � Matt Sutten Loading: 24"o.c.10=42# Spacing: 2o.c. r s u s s Addition Roof Pitch: 8112 PO BOX 84 Ceiling Pitch:6/12 Harrisburg , OR 771 S Ash St Overhang: 24" 541-995-6311 Springfield, OR 97478 Walls:2x6 e 1 r 1 t co russ.com 318-22 The following Geotechnical Investigation report was originally produced during the early planning stages for the redevelopment of the property located at 771 S. Ash St Springfield OR 97477. Originally, the proposed redevelopment was for a replace me ntresidentialstructure in the same place as the original house. Due to cost increases, the project has changed into aremodel of the existing home. Therefore, only the information pertinent to there mode I has been included in the following information. Thank you. Matt Sutten GEOTECHNICAL INVESTIGATION REPORT For the: Single Family Residential f 771 South Ash Street Springfield, Lane County, Oregon 97477 Prepared for: Matt Sutten 771 South Ash Street Springfield, Lane County, Oregon 97477 Prepared by: Earth Engineers, Inc. 4660 Main Street, Suite 100 Springfield, Oregon 97478 Phone: 541.393.6340 EEI Report No. 21-063-1 May 10, 2021 Earth 40 Engineers, 11C. Prepared by: Greg Thibeaux, P.E. Geotechnical Engineer p PROj I N 85_062PE �T�10� ,� LrwI5 EXPIRES: 06/30/20 2 Z Reviewed by: Raymond V. Aliperti Branch Manager 2.0 SUBSURFACE CONDITIONS 2.1 Mapped Geology and Soils Page 10 of 24 The subject site lies within the Willamette Valley Geomorphic Province, east of the Coast Range and west of the Cascade Mountains Geomorphic Provinces. The Willamette Valley Province is regional lowland that extends from just south of Eugene, Oregon to Vancouver, British Columbia. Within Oregon, this narrow alluvial plain is approximately 130 miles long and ranges from approximately 20 to 40 miles wide (Orr and Orr, 1996). The province is drained by the Willamette River, the longest north -flowing river in North America. Compressional forces attendant with uplift of the Cascade and Coast Range Mountain Ranges during the Miocene and Pliocene epochs (approximately 4 to 20 million years ago) depressed the Willamette Valley. The bedrock lithology of the Willamette Valley in the vicinity of the subject site consists of the late Eocene aged (approximately 35 million years ago) Eugene Formation, a generally well consolidated to lithified, tuffaceous near -shore marine sedimentary rock that was gently folded during the geosynclinal compressional period described above (Yeats et al., 1991). Prior to deformation, low energy streams and lakes present within the southern Willamette Valley during the Pliocene epoch covered the Eugene Formation with fluvial and lacustrine deposits of silts and clays to various depths. With the rapid uplift of the Cascade Mountains in the Pliocene epoch, steepened stream gradients resulted in increased erosion of the Cascades and rapid deposition of thick gravel layers that incised the soft fluvial and lacustrine deposits overlying the Eugene Formation. Locally, fining upward sequences of rhythmite deposits from the Pleistocene aged (approximately 2.6 million years ago) Missoula Floods are preserved that record up to 30 advance and retreat cycles of Lake Allison (Waitt, 1985), which filled the Willamette Valley to a depth of approximately 350 feet with each flooding event (Allen et al., 1986). According to the Web Soil Survey's Soil Map - Lane County Area, Oregon (http://websoilsurvey. nres.usda. ov/a NVebSoilSurve .as x), the native soils in the approximate area of the proposed residence footprint consist of Dixonville-Philomath-Hazelair complex (soil unit no. 43E). According to the soil survey, Dixonville-Philomath-Hazelair complex consists of hill landforms with 12 to 35 percent slopes. The parent material of the Dixonville-Philomath-Hazelair complex is colluvium and residuum derived from basalt. This soil unit is mapped with no frequency of flooding or ponding, and is typically well drained. The typical depth to a restrictive feature is 20 to 40 inches to paralithic bedrock, and the typical depth to the water table is more than 80 inches. According to the soil survey, a typical soil profile for Dixonville-Philomath-Hazelair complex is, from 0 to 14 inches — silty clay loam; 14 to 26 inches — silty clay; and from 26 to 36 inches — weathered bedrock. Single Family Residence Replacement EEI Report No. 21-063-1 Earth Engineers, Inc. May 10, 2021 Page 11 of 24 Based on our current project understanding, our review of the Web Soil Survey, and Figure 3 above, the planned residence footprint appears to be located outside of the mapped area of hydric soils. In addition, the soils we encountered in our test pits did not appear to be hydric soils. 2.2 Subsurface Materials As mentioned above, the subsurface conditions for the proposed residence were explored with two test pits (TP -1 and TP -2). The approximate locations of the test pits are shown on the Test Pit Location Plan, Figure 4 below. The terminal depth of test pits TP -1 and TP -2 was approximately 9 feet bgs. TP -1 and TP -2 terminated within hard decomposed or moderately weathered siltstone, locally known as "Eugene Formation". Disturbed "grab" soil samples were obtained at our discretion, from each major soil unit, during our subsurface exploration. Each sample was marked and identified by date sampled, project name, project number, test pit number, and sample depth. The samples were transported to our laboratory for visual identification and laboratory testing. Samples not altered by laboratory testing will be retained for 90 days from the date of this report. Select soil samples were tested in the laboratory to determine material properties for our evaluation. Laboratory testing was accomplished in general accordance with ASTM procedures. The testing performed included Atterberg Limits (ASTM D4318), moisture content tests (ASTM D2216), and the amount of material in the soils finer than the #200 sieve (ASTM D1140). The test results have been included on the Test Pit Logs in Appendix A. The soils encountered in test pits TP -1 and TP -2 may be divided into three general strata, as described below: Topsoil: The upper soil layer in test pits TP -1 and TP -2 appeared to be dark brown, moist, topsoil that contained dense root systems. The thickness of the topsoil layer in the test pits was about 10 to 12 inches. Fat Clay with Sand (CH): The layer beneath the topsoil in the test pits classified as gray, moist, Fat Clay with Sand (CH) in accordance with the Unified Soil Classification System (USCS). The clay layer was about 8 feet thick in test pit TP -1 and about 4 feet thick in test pit TP -2. Based on observed digging effort, and pocket penetrometer test results of 0.75 to 4.0 tons per square foot (unconfined compressive strength), the layer was medium stiff to hard, at the exploration locations. In addition, based our laboratory testing results on a sample of the native clay Single Family Residence Replacement EEI Report No. 21-063-1 Earth Engineers, Inc. May 10, 2021 Page 12 of 24 obtained at the site on April 16, 2021 (Atterberg Limits testing - Liquid Limit of 103 and Plasticity Index of 76), and our past experience on similar projects in the near vicinity, it is likely that the clay soils at this site are highly expansive (i.e. have a high shrink/swell potential). See Sections 3.4 and 3.5 below for detailed mitigation recommendations. Decomposed/Moderately Weathered Siltstone: The layer beneath the clay appeared to be yellow-brown, gray, and orange, moist, siltstone, locally known as "Eugene Formation". This layer extended to the terminal depth of our explorations (approximately 9 feet bgs). Based on observed digging effort, and a pocket penetrometer test results of 3.0 to 4.5+ tons per square foot (unconfined compressive strength), the layer was hard at the exploration locations. The above subsurface description is of a generalized nature to highlight the major subsurface stratification features and material characteristics. The Test Pit Logs included in Appendix A at the end of this report should be reviewed for specific information at specific locations. These records include sample locations, soil and rock descriptions, stratifications, and results of laboratory tests. The stratifications shown on the logs represent the conditions only at the actual test pit locations. Variations may occur and should be expected between locations. The stratifications represent the approximate boundary between subsurface materials; the actual transition may be gradual. Single Family Residence Replacement EEI Report No. 21-063-1 Earth Engineers, Inc. May 10, 2021 ( 4i'6 4C ) 4, dram -h-1d r I' Page 13 of 24 H' T R E E T _ 1 rand and t ---,.d _ --TP — ------ --- relocaEed � I 4L 1 propaga exmrded b—dury nan dnellir y to rePin�e -Wr'• TV -2 r l S i t P I a n Figure 4: Test Pit Location Plan (base plan referenced above, provided by Mr. Sutten). 2.3 Groundwater Information Groundwater was not encountered in the test pits at the time of digging. Note that it is possible for the depth to a groundwater table to vary, and be present within the depths explored, at some future time depending upon climatic and rainfall conditions. In addition, water seepage should be expected in subsurface excavations performed during the wet season (generally October through June). 2.42.4 Seismicity In accordance with Section 1803.1.11 of the 2019 OSSC, we recommend a Site Class D (Stiff Soil) for this site when considering the average of the upper 100 feet of bearing material beneath the foundations. This recommendation is based on the results of our subsurface investigation as well as our knowledge of the local geology. Inputting our recommended site Single Family Residence Replacement EEI Report No. 21-063-1 Earth Engineers, Inc. May 10, 2021 14 of 24 class, as well as the site latitude and longitude, into the Structural Engineers Association of California OSHPD web -based U.S. Seismic Design Maps tool (available at https://seismicmaps.orq/) we obtained the seismic design parameters shown in Table 1 below. The return interval is 2% probability of exceedance in 50 years. Table 1: 2019 OSSC Seismic Design Parameter Recommendations Parameter Recommendation Site Class D Ss 0.668g S1 0.385g Fa 1.266 F„ null – See Section 11.4.8 Sens (=S5*Fa) 0.845g SM, (=S,*F,) null – See Section 11.4.8 SDs (=2/3*SMs) 0.564g Design PGA (=SDS /2.5) 0.226g MCEG PGA 0.317g 1.283 0.407g FPGA PGAm (=FPGA x MCEG PGA) Note: bite Latitude = 44.0350704", Site Longitude = -123.0164218 ° Per Section 11.4.8 of ASCE 7-16 a site-specific seismic site response is required for structures on Site Class D and E sites with S, greater than or equal to 0.2g. The S, value for this site is greater than 0.2g as shown in Table 1 above. Therefore, a site response analysis is required as part of the design phase. However, Section 11.4.8 does provide an exception for not requiring a site response analysis (reference Sections 11.4.8.1, 11.4.8.2 and 11.4.8.3). The project Structural Engineer should determine if the proposed building will meet any of the exceptions—if the building does not meet the exception requirements, then EEI should be retained to perform a site-specific site response analysis. We understand a Supplement 1, dated December 12, 2018, has been issued for ASCE 7-16 to correct some issues in the original publication. One of the corrections in Supplement 1 pertains to Table 11.4-2 (Table 2 below) for determining the value of the Long -Period Site Coefficient, Fv, which is then used to calculate the value of Ts. The Ts value is needed for one of the exceptions in Section 11.4.8. Without the correction in Supplement 1, it would not be possible to determine Fv and calculate T5. Based on Supplement 1, the Fv value may be determined from the following corrected table (Table 2 below). Single Family Residence Replacement Earth Engineers, Inc. EEI Report No. 21-063-1 May 10, 2021 Page 15 of 24 Table 2: Lona -Period Site Coefficient. F%, [correrted Tahle 11.4-2 in AS(:F 7-1 R1 (vote: use linear interpolation Tor intermediate values of Si. aSee requirements for site-specific ground motions in Section 11.4.8. These values of Fv shall be used only for calculation of Ts. In accordance with Section 1803.5.11 of the 2019 OSSC, we have included the following evaluation of potential geologic and seismic hazards including slope instability, liquefaction, and surface rupture due to faulting or lateral spreading. Slope Stability and Liquefaction: Based on the subsurface conditions encountered in our explorations (medium stiff to hard clay overlying hard "Eugene Formation" Siltstone), and because there are no steep slopes (i.e. over about 25 degrees from horizontal) on the site, the risk of slope instability at the site is considered low, in our professional opinion. The risk of liquefaction at the site is also considered low, when considering the site geology, groundwater conditions (i.e. not encountered within the depth explored) and the strength of the native soils encountered. According to the Statewide Landslide Information Layer Web Map for Oregon, Oregon Department of Geology and Mineral Industries (DOGAMI), SLIDO Version 4.2, the project site is mapped within a high landslide hazard area and within a mapped historic landslide feature (see Figure 5 below). Note that our currently authorized services do not include a detailed, quantitative evaluation of local shallow or any type of evaluation of global, deep-seated slope stability. Single Family Residence Replacement EEI Report No. 21-063-1 Earth Engineers, Inc. May 10, 2021 I flap d tal Ta ft* �ctrwr n Considered Earthquake,( SpeEtir I�sposecc ara#wn?ararmeter at �1.-s Prlod, Site Class S;<=0.1 S,<=0.2 S,<=0.3 Si<=0.4 Si<=0.5 S,>=0.6 A 0.8 0.8 0.8 0.8 0.8 0.8 B 0.8 0.8 0.8 0.8 0.8 0.8 C 1.5 1.5 1.5 1.5 1.5 1.4 D 2.4 2.2a 2.Oa 1.9a 1.8a 1.7a E 4.2 3.3a 2.8a 2.4a 2.2a 2.0a F See Section 11.4.8 See See Section Section 1 11.4.8 11.4.8 See Section 11.4.8 See Section 11.4.8 See Section 11.4.8 (vote: use linear interpolation Tor intermediate values of Si. aSee requirements for site-specific ground motions in Section 11.4.8. These values of Fv shall be used only for calculation of Ts. In accordance with Section 1803.5.11 of the 2019 OSSC, we have included the following evaluation of potential geologic and seismic hazards including slope instability, liquefaction, and surface rupture due to faulting or lateral spreading. Slope Stability and Liquefaction: Based on the subsurface conditions encountered in our explorations (medium stiff to hard clay overlying hard "Eugene Formation" Siltstone), and because there are no steep slopes (i.e. over about 25 degrees from horizontal) on the site, the risk of slope instability at the site is considered low, in our professional opinion. The risk of liquefaction at the site is also considered low, when considering the site geology, groundwater conditions (i.e. not encountered within the depth explored) and the strength of the native soils encountered. According to the Statewide Landslide Information Layer Web Map for Oregon, Oregon Department of Geology and Mineral Industries (DOGAMI), SLIDO Version 4.2, the project site is mapped within a high landslide hazard area and within a mapped historic landslide feature (see Figure 5 below). Note that our currently authorized services do not include a detailed, quantitative evaluation of local shallow or any type of evaluation of global, deep-seated slope stability. Single Family Residence Replacement EEI Report No. 21-063-1 Earth Engineers, Inc. May 10, 2021 Page 16 of 24 r � F ti L Apcient Landslides ,n. r Approximate Project Site it Location C •i® Figure 5: State of Oregon's SLIDO-4.2 Landslide map of project site and vicinity. Surface Rupture Due to Faulting or Lateral Spreading: The risk of earthquake surface rupture on the subject property is considered low due to the lack of mapped faults at or near the site based on our review of the United States Geological Survey's web site and Interactive Fault Map at http://earthguake.usgs._qov/hazards/gfaults/ma ap . It should be noted that it is possible for faults to be present, which are not currently mapped. Single Family Residence Replacement EEI Report No. 21-063-1 iW Earth Engineers, Inc. May 10, 2021 Page 17 of 24 3.0 EVALUATION AND FOUNDATION RECOMMENDATIONS 3.1 Geotechnical Discussion The primary geotechnical factors influencing the proposed construction are as follows: • Based on our past experience, including laboratory test results that we performed on projects in the nearby vicinity, our observations on site on April 16, 2021, and our laboratory testing results performed on samples obtained at the project site on April 16, 2021, we consider the fine-grained soils at this site to have a high expansive potential (i.e. high shrink/swell potential). See Sections 3.4 and 3.5 below for detailed mitigation recommendations. • We understand the abandoned septic tank, discussed above, is planned to be completely removed. Note that any voids created during the tank removal, that fall under structurally improved areas, should be evaluated by an EEI representative and properly backfilled with structural fill, as outlined in Section 3.3 below, under the observation of an EEI representative. • As noted above, based on our current project understanding, our review of the Web Soil Survey, and Figure 3 above, the planned residence footprint appears to be located outside of the mapped area of hydric soils. In addition, the soils we encountered in our test pits did not appear to be hydric soils. In our opinion, it is acceptable to construct the proposed SFR on this property provided the recommendations in this report are followed as outlined below. 3.2 General Site Preparation The test pits performed for our subsurface investigation, that fall under or adjacent to structurally improved areas, should be located, excavated to their bottoms, and backfilled with granular structural fill in properly compacted lifts, under the observation of a representative of the Geotechnical Engineer. Topsoil, vegetation, roots, undocumented fill and any other deleterious soils should be stripped from beneath structurally improved areas. Topsoil thickness in our test pits was about 10 to 12 inches, however it is not unusual for topsoil thickness to vary across the site. A representative of the Geotechnical Engineer should determine the depth of removal at the time of construction. Single Family Residence Replacement Earth Engineers, Inc. EEI Report No. 21-063-1 May 10, 2021 Page 18 of 24 Utility trench excavations should be backfilled with properly compacted structural fill which is constructed as outlined in Section 3.3 of this report. After stripping and excavating to the proposed subgrade level, as required, building subgrade areas should be observed by a representative of the Geotechnical Engineer. If the subgrade cannot be accessed with a dump truck to perform a proofroll with a loaded tandem axle dump truck, then the subgrade will need to be evaluated by a representative of the Geotechnical Engineer by soil probing. If fill is required, the structural fill, as described in Section 3.3 below, should be placed on the prepared subgrade after it has been proofrolled or soil probed. Soils that are observed to be soft or are otherwise judged to be unsuitable should be undercut and replaced with properly compacted structural fill. When fine-grained soils are exposed, it is not uncommon for construction equipment to severely disturb the upper one to two feet of the subgrade during initial phases of site clearing and grubbing, especially if site preparation work is performed during wet weather. This may result in the need for undercutting and replacement of the disturbed soils if care is not taken by the contractor to protect the moisture sensitive soils. The contractor may also need to construct temporary construction roads to protect the subgrade soils from becoming disturbed. If fine- grained soils exposed and repeated construction traffic is anticipated, we recommend covering these areas with 18 to 24 inches of coarse gravel underlain by a geotextile fabric to prevent soil contamination of the rock and to protect the underlying subgrade. 3.3 Structural Fill We recommend structural fill consist of imported crushed rock gravel. If crushed rock gravel is imported to the site, it should be relatively well graded and have a maximum particle size of 1- 1/2 inches. Structural fill materials should be free of organics or other deleterious materials, contain no more than 5 percent soil passing the U.S. #200 sieve, be well graded, and have a liquid limit less than 45 and plasticity index less than 25. We do not recommend the use of the on-site fine-grained native soils as structural fill due to the presence of over optimum moisture soils, and due to the high expansive potential of the fine- grained soils. All structural fill should be compacted to a minimum of 92 percent of the maximum dry density as determined by the Modified Proctor. The Modified Proctor can either be the ASTM D1557 or AASHTO T180 test methods. When placed, the lift thickness should generally not exceed 12 inches prior to compacting. The type of compaction equipment used will ultimately determine the maximum lift thickness. In addition, we recommend that the structural fill be placed within +/- 2 percent of the optimum moisture for that material. Single Family Residence Replacement Earth Engineers, Inc. EEI Report No. 21-063-1 May 10, 2021 Page 19 of 24 A representative of the Geotechnical Engineer should approve any selected granular fill material before importing it to the site. Each lift of compacted engineered fill should be evaluated by a representative of the Geotechnical Engineer prior to placement of subsequent lifts. The fill should extend horizontally outward beyond the exterior perimeter of the building at least five feet, prior to sloping. Where fills are constructed on slopes steeper than 5H:1V (i.e. about 11 degrees, or 20 percent, from horizontal) the slope should be benched prior to fill placement. Level benches should be a minimum of four feet wide, laterally, and should be cut into the slope for no more than every five feet of vertical rise. The placement of fill should begin at the base of the slope. All benches should be inspected by a representative of the Geotechnical Engineer and approved prior to placement of structural fill lifts. If evidence of seepage is observed in the bench excavations, a supplemental drainage system may need to be designed and installed to prevent hydrostatic pressure buildup behind the fill. Fill and cut slopes and disturbed natural soil slopes should be graded no steeper than 2H:1 V. Areas of the slope which are not disturbed may be left at their current grade. 3.4 Foundation Recommendations At this time, we have not been provided with any maximum loading from the project Structural Engineer. For the purposes of this report, we have assumed typical maximum isolated column, continuous wall footing, and floor loads for the proposed single family residential structure will not exceed 20 kips, 5 kips per linear foot, and 150 pounds per square (psf), respectively. The project Structural Engineer should review our assumptions and we should be notified as soon as possible if the actual maximum foundation loads differ from the assumed foundation loads. Based on the soils encountered in our test pits, the results of our laboratory and field testing, assumed maximum loading, and our current limited understanding of the project, it is our professional opinion that the proposed residence may be supported on conventional shallow foundations. Footings should not bear directly on the potentially expansive clay encountered in our explorations. Footings may be designed for a maximum net allowable soil bearing pressure of 2,000 pounds per square foot (psf) when bearing on at least a 12 -inch -thick layer of properly compacted granular structural fill (as outlined in Section 3.3 of this report) overlying the firm, native clay or decomposed "Eugene Formation" stratum. The width of the granular structural fill beneath footings should be equal to the footing width plus the thickness of the granular structural fill. For example, if the footing is 3 feet wide and the LI Single Family Residence Replacement Earth Engineers, Inc. LEEI Report No. 21-063-1 May 10, 2021 Page 20 of 24 granular structural fill beneath the footing is 1 foot thick, then the total width of the granular structural fill should be 4 feet (3 feet plus 1 foot). In addition, we recommend that footing excavations (including the thickness of the granular structural fill under proposed footings), be extended down to a depth of at least 36 inches below adjacent finished grade. The minimum embedment depth of 36 inches is recommended to help reduce the effects of moisture changes in the potentially expansive soils, which could cause the soils to shrink and swell (see Figure 6 below). Footing Imported Compacted Structural Fill Rock Gravel 12" min Not to Firm, Native, Undisturbed, Bearing Stratum scale 36" min. Finished grade adjacent to footing Figure 6: Footing sketch showing minimum structural fill thickness of 12 inches and minimum 36 -inch embedment depth recommendation for proposed footings. Note that the clay soils at this site, if exposed during the dry season (generally July through October), should be covered the same day and not allowed to dry out. The allowable soil bearing pressure noted above can be increased by one-third for short term wind or seismic loads. Minimum footing dimensions should be in accordance with the 2017 Oregon Residential Specialty Code (ORSC). _ The foundation excavations should be observed by a representative of the Geotechnical Engineer prior to steel or concrete placement to assess that the foundation materials are capable of supporting the design loads and are consistent with the materials discussed in this report. Unsuitable soil zones encountered at the bottom of the foundation excavations should be Single Family Residence Replacement Earth Engineers, Inc. EEI Report No. 21-063-1 May 10, 2021 Paae 21 of 24 removed to the level of suitable soils or properly compacted structural fill as directed by the Geotechnical Engineer. Cavities formed as a result of excavation of unsuitable soil zones should be backfilled and compacted with structural fill in accordance with Section 3.3 above. Exterior footings and foundations in unheated areas should be located at a depth of at least 12 inches below the final exterior grade to provide adequate frost protection. If the building is to be constructed during the winter months or if the foundation soils will likely be subjected to freezing temperatures after foundation construction, then the foundation soils should be adequately protected from freezing. Surface run-off water should be permanently drained away from the foundation excavations and not allowed to pond. Lateral frictional resistance between the base of footings and the subgrade can be expressed as the applied vertical load multiplied by a coefficient of friction of 0.35 for concrete foundations bearing on granular fill. In addition, lateral loads may be resisted by passive earth pressures based on an equivalent fluid density of 300 pounds per cubic foot (pcf) for footings poured "neat" against in-situ soils, or properly backfilled with structural fill. These are ultimate values - we recommend a factor of safety of 1.5 be applied to the equivalent fluid pressure, which is appropriate due to the amount of movement required to develop full passive resistance. Provided our recommendations above are followed, we do not anticipate that total and differential settlement will exceed the typical values of 1 inch and'/2-inch, respectively. Please note that our subsurface investigation was limited to the areas explored. At a minimum, we recommend that during construction we observe all footing and floor slab excavations to observe that the materials are similar to what we observed during our subsurface investigation and, subsequently, are similar to the material our recommendations are based on. 3.5 Floor Slab Recommendations We have assumed that maximum floor slab loads will not exceed 150 psf. Ideally, no floor slabs would be supported on the potentially expansive clays encountered in our explorations. However, given the thickness of the clay encountered (up to about 8 feet thick), it may not be economical to remove the clay in its entirety. In order to provide uniform subgrade reaction beneath floor slabs, we recommend supporting floor slabs on a minimum of 12 inches of properly compacted granular structural fill overlying the firm native clay subgrade. There is some risk of future slab cracking due to settlement or heaving of the potentially expansive clay soils with a minimum 12 -inch -thick section of structural fill. The thicker the structural fill section, the lower the risk. If the risk of excessive cracking is not acceptable, then we recommend floor slabs be supported on at least a 24 -inch -thick section of structural fill overlying the firm, native, clay stratum. In addition, floor slabs could be constructed with a thicker concrete section and additional rebar to make them more rigid. The option to Single Family Residence Replacement Earth Engineers, Inc. EEI Report No. 21-063-1 May 10, 2021 Page 22 of 24 thicken floor slabs and/or add additional rebar should be evaluated by the Project Structural Engineer. Prior to placing the structural fill, the exposed subgrade surface should be prepared as discussed in Section 3.2 and then proofroll tested with a fully loaded, dual axle dump truck in order to identify any unstable areas that should be removed prior to structural fill placement. The proofroll should be observed by a representative of the Geotechnical Engineer. If the subgrade cannot be accessed with a dump truck, then the subgrade will need to be visually evaluated by a representative of the Geotechnical Engineer by soil probing. If fill is required, the structural fill should be placed on the prepared subgrade after it has been proofrolled or soil probed. The structural fill should provide a capillary break to limit migration of moisture through the slab. If additional protection against moisture vapor is desired, a moisture vapor retarding membrane may also be incorporated into the design. Factors such as cost, special considerations for construction, and the floor coverings suggest that decisions on the use of vapor retarding membranes be made by the project design team, the contractor and the owner. Single Family Residence Replacement Earth Engineers, Inc. EEI Report No. 21-063-1 May 10, 2021 23 of 24 4.0 CONSTRUCTION CONSIDERATIONS EEI should be retained to provide observation and testing of construction activities involved in the foundation, earthwork, and related activities of this project. EEI cannot accept any responsibility for any conditions that deviate from those described in this report, nor for the performance of the foundations if not engaged to also provide construction observation for this project. 4.1 Drainage and Groundwater Considerations Water should not be allowed to collect in the foundation excavations or on prepared subgrades during construction. Positive site drainage should be maintained throughout construction activities. Undercut or excavated areas should be sloped toward one corner to facilitate removal of any collected rainwater, groundwater, or surface runoff. The site grading plan should be developed to provide rapid drainage of surface water away from the building areas and to inhibit infiltration of surface water around the perimeter of the building area. The grades should be permanently sloped away from building areas. Stormwater runoff should be piped (tightlined) to an approved on-site private system or public storm drain system. 4.2 Excavations In Federal Register, Volume 54, No. 209 (October 1989), the United States Department of Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction Standards for Excavations, 29 CFR, part 1926, Subpart P". This document and subsequent updates were issued to better ensure the safety of workmen entering trenches or excavations. It is mandated by this federal regulation that excavations, whether they be utility trenches, basement excavations or footing excavations, be constructed in accordance with the new OSHA guidelines. These regulations are strictly enforced and if they are not closely followed, the owner and the contractor could be liable for substantial penalties. The contractor is solely responsible for designing and constructing stable, temporary excavations and should shore, slope, or bench the sides of the excavations as required to maintain stability of both the excavation sides and bottom. The contractor's "responsible person", as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor's safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations. We are providing this information solely as a service to our client. EEI does not assume responsibility for construction site safety or the contractor's compliance with local, state, and federal safety or other regulations. Single Family Residence Replacement Earth Engineers, Inc. EEI Report No. 21-063-1 May 10, 2021 Page 24 of 24 5.0 REPORT LIMITATIONS As is standard practice in the geotechnical industry, the conclusions contained in our report are considered preliminary because they are based on assumptions made about the soil, rock, and groundwater conditions exposed at the site during our subsurface investigation. A more complete extent of the actual subsurface conditions can only be identified when they are exposed during construction. Therefore, EEI should be retained as your consultant during construction to observe the actual conditions and to provide our final conclusions. If a different geotechnical consultant is retained to perform geotechnical inspection during construction, then they should be relied upon to provide final design conclusions and recommendations, and should assume the role of geotechnical engineer of record, as is the typical procedure required by the governing jurisdiction. The geotechnical recommendations presented in this report are based on the available project information, and the subsurface materials described in this report. If any of the noted information is incorrect, please inform EEI in writing so that we may amend the recommendations presented in this report, if appropriate, and if desired by the client. EEI will not be responsible for the implementation of its recommendations when it is not notified of changes in the project. Once construction plans are finalized and a grading plan has been prepared, EEI should be retained to review those plans, and modify our existing recommendations related to the proposed construction, if determined to be necessary. The Geotechnical Engineer warrants that the findings, recommendations, specifications, or professional advice contained herein have been made in accordance with generally accepted professional geotechnical engineering practices in the local area. No other warranties are implied or expressed. This report has been prepared for the exclusive use of our client, Matt Sutten, for the specific application to the design and construction of the proposed single family residential structure to be located at 771 South Ash Street in Springfield, Lane County, Oregon. EEI does not authorize the use of the advice herein nor the reliance upon the report by third parties without prior written authorization by EEI. Single Family Residence Replacement Earth Engineers, Inc. EEI Report No. 21-063-1 May 10, 2021 22 of 24 thicken floor slabs and/or add additional rebar should be evaluated by the Project Structural Engineer. Prior to placing the structural fill, the exposed subgrade surface should be prepared as discussed in Section 3.2 and then proofroll tested with a fully loaded, dual axle dump truck in order to identify any unstable areas that should be removed prior to structural fill placement. The proofroll should be observed by a representative of the Geotechnical Engineer. If the subgrade cannot be accessed with a dump truck, then the subgrade will need to be visually evaluated by a representative of the Geotechnical Engineer by soil probing. If fill is required, the structural fill should be placed on the prepared subgrade after it has been proofrolled or soil probed. The structural fill should provide a capillary break to limit migration of moisture through the slab. If additional protection against moisture vapor is desired, a moisture vapor retarding membrane may also be incorporated into the design. Factors such as cost, special considerations for construction, and the floor coverings suggest that decisions on the use of vapor retarding membranes be made by the project design team, the contractor and the owner. Single Family Residence Replacement EEI Report No. 21-063-1 Earth Engineers, Inc. May 10, 2021 Page 23 of 24 4.0 CONSTRUCTION CONSIDERATIONS EEI should be retained to provide observation and testing of construction activities involved in the foundation, earthwork, and related activities of this project. EEI cannot accept any responsibility for any conditions that deviate from those described in this report, nor for the performance of the foundations if not engaged to also provide construction observation for this project. 4.1 Drainaae and Groundwater Considerations Water should not be allowed to collect in the foundation excavations or on prepared subgrades during construction. Positive site drainage should be maintained throughout construction activities. Undercut or excavated areas should be sloped toward one corner to facilitate removal of any collected rainwater, groundwater, or surface runoff. The site grading plan should be developed to provide rapid drainage of surface water away from the building areas and to inhibit infiltration of surface water around the perimeter of the building area. The grades should be permanently sloped away from building areas. Stormwater runoff should be piped (tightlined) to an approved on-site private system or public storm drain system. 4.2 Excavations In Federal Register, Volume 54, No. 209 (October 1989), the United States Department of Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction Standards for Excavations, 29 CFR, part 1926, Subpart P". This document and subsequent updates were issued to better ensure the safety of workmen entering trenches or excavations. It is mandated by this federal regulation that excavations, whether they be utility trenches, basement excavations or footing excavations, be constructed in accordance with the new OSHA guidelines. These regulations are strictly enforced and if they are not closely followed, the owner and the contractor could be liable for substantial penalties. The contractor is solely responsible for designing and constructing stable, temporary excavations and should shore, slope, or bench the sides of the excavations as required to maintain stability of both the excavation sides and bottom. The contractor's "responsible person", as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor's safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations. We are providing this information solely as a service to our client. EEI does not assume responsibility for construction site safety or the contractor's compliance with local, state, and federal safety or other regulations. Single Family Residence Replacement EEI Report No. 21-063-1 Earth Engineers, Inc. May 10, 2021 Page 24 of 24 5.0 REPORT LIMITATIONS As is standard practice in the geotechnical industry, the conclusions contained in our report are considered preliminary because they are based on assumptions made about the soil, rock, and groundwater conditions exposed at the site during our subsurface investigation. A more complete extent of the actual subsurface conditions can only be identified when they are exposed during construction. Therefore, EEI should be retained as your consultant during construction to observe the actual conditions and to provide our final conclusions. If a different geotechnical consultant is retained to perform geotechnical inspection during construction, then they should be relied upon to provide final design conclusions and recommendations, and should assume the role of geotechnical engineer of record, as is the typical procedure required by the governing jurisdiction. The geotechnical recommendations presented in this report are based on the available project information, and the subsurface materials described in this report. If any of the noted information is incorrect, please inform EEI in writing so that we may amend the recommendations presented in this report, if appropriate, and if desired by the client. EEI will not be responsible for the implementation of its recommendations when it is not notified of changes in the project. Once construction plans are finalized and a grading plan has been prepared, EEI should be retained to review those plans, and modify our existing recommendations related to the proposed construction, if determined to be necessary. The Geotechnical Engineer warrants that the findings, recommendations, specifications, or professional advice contained herein have been made in accordance with generally accepted professional geotechnical engineering practices in the local area. No other warranties are implied or expressed. This report has been prepared for the exclusive use of our client, Matt Sutten, for the specific application to the design and construction of the proposed single family residential structure to be located at 771 South Ash Street in Springfield, Lane County, Oregon. EEI does not authorize the use of the advice herein nor the reliance upon the report by third parties without prior written authorization by EEI. Single Family Residence Replacement EEI Report No. 21-063-1 Earth Engineers, Inc. May 10, 2021 APPENDICES Single Family Residence Replacement Earth Engineers, Inc. EEI Report No. 21-063-1 May 10, 2021 APPENDIX A - TEST PIT LOGS Single Family Residence Replacement Earth Engineers, Inc. EEI Report No. 21-063-1 May 10, 2021 Appendix A: Test Pit TP -1 Sheet 1 of 1 Client: Matt Sutten Report Number: 21-063-1 Project: Sutten SFR Excavation Contractor: Client 111C• Site Address: 771 South Ash Street, Springfield, Oregon Excavation Method: Sany Mini Excavator Location of Test Pit: Lat. 44.03514', Long. -123.01639' Equipment: 1 -foot -wide, toothed bucket Date Excavated: 4/16/2021 Approximate Elevation (ft): 501 Logged By: Greg Thibeaux, P.E. Lithology Sampling Data > J U .o o Geologic Description of a, �, m N j .N o Remarks a Q y m L Soil and Rock Strata m o c a o= N= mE •0 r c o0 o »_> �U cam rnz ow oar as ,N QE 0 TOPSOIL - dark brown, moist, dense root systems. Easy FAT CLAY with SAND (CH) - gray, moist, very stiff to stiff. Mod. 2 2.0 3 3.0 82 103 27 38 Plasticity Index (PI) = 76 4 5 6 7 Pocket penetrometer tests „ at 7 and 8 feet bgs 1.5 37 performed on bucket samples. 8_ MODERATELY WEATHERED SILTSTONE - _ - - - - yellow-brown and gray, moist, locally known as "Eugene - Mod. 3.0 19 - --- Formation", hard. ' 9 ---- __ 4.5+ 10 11 12 13 14 -- 15 Notes: Test pit terminated at a depth of approximately 9 feet below the ground surface (bgs) in hard "Eugene Formation" Siltstone. Groundwater seepage not encountered at the time of our exploration. Test pit loosely backfilled upon completion with excavated soil on 4/16/2021. Approximate elevation estimated from Google Earth aerial imagery. Mod. = moderate. Appendix A: Test Pit TP -2 pp Earth Sheet 1 of 1 Engineers, Client: Matt Sutten Report Number: 21-063-1 Project: Sutten SFR Excavation Contractor: Client 111C• Site Address: 771 South Ash Street, Springfield, Oregon Excavation Method: Sany Mini Excavator Location of Test Pit: Lat. 44.03502°, Long. -123.01656° Equipment: 1 -foot -wide, toothed bucket Date Excavated: 4/16/2021 Approximate Elevation (ft): 496 Logged By: Greg Thibeaux, P.E. Lithology Sampling Data _ L > � m— 0-0 Geologic Description of n- o, _ ;� ` rnQ � m No `-' : E -- m Remarks a) m w>, Soil and Rock Strata m - V 0ami m aN � N- o0 ❑ � J� cnz ow ELofo 4t o.E JJ mE a� �L) 0 TOPSOIL - dark brown, moist, dense root systems. Easy FAT CLAY with SAND (CH) - gray, moist, medium stiff to Mod. very stiff. 2 0.75 3 ■■ 3.0 44 - - - - DECOMPOSED SILTSTONE yellow brown and orange, Mod. 4.0 - - - - moist, locally known as "Eugene Formation", hard. 5 _-- 6 ---- 7 - -- --- 48 8 --- 9 ---- 10 t1 12 13 14 15 Notes: Test pit terminated at a depth of approximately 9 feet bgs in hard "Eugene Formation" Siltstone. Groundwater seepage not encountered at the time of our exploration. Test pit loosely backfilled upon completion with excavated soil on 4/16/2021. Approximate elevation estimated from Google Earth aerial imagery. Mod. = moderate. APPENDIX B - SOIL CLASSIFICATION LEGEND Single Family Residence Replacement Earth Engineers, Inc. EEI Report No. 21-063-1 May 10, 2021 SOIL CLASSIFICATION LEGEND ,,A.IP F tT� EGM$ COY G ,,,, ,n n S 1/E M , S 'CK, HANSOM & THORNBURN 1.974, AASHT0 1988)-' Descriptor p SPT N60 blows/foot * Pocket Penetrometer, Qp (ts Torvane is Field A Approximation Very Soft < 2 < 0.25 < 0.12 Easily penetrated several inches by fist Soft 2-4 0.25-0.50 0.12-0.25 Easily penetrated several inches by thumb Medium Stiff 5-8 0.50-1.0 0.25-0.50 Penetrated several inches by thumb w/moderate effort Stiff 9-15 1.0-2.0 0.50-1.0 Readily indented by thumbnail Very Stiff 16-30 2.0-4.0 1.0-2.0 Indented by thumb but penetrated only with great effort Hard > 30 > 4.0 > 2.0 Indented by thumbnail with difficulty * Using SPT N60 is considered a crude approximation for cohesive soils. ENSS APPART DENSITY OF;GOHESIONL SOILS (AAS,HT 1,988) Descriptor SPT N60 Value (blows/foot) Very Loose 0-4 Loose 5-10 Medium Dense 11 —30 Dense 31 —50 Very Dense > 50 PERC rT , PRQ RT�ON f3F SOILS 40 Descriptor Criteria Trace Particles are present but estimated < 5°/0 Few 5-10% Little 15-25% Some 30-45% Mostly 50-100% Percentages are estimated to nearest 5% in the field. Use "about' unless percentages are based on laboratory testing. Descriptor Criteria Absence of moisture, dusty, dry to the touch, well Dry below optimum moisture content (per ASTM D698 or D1557) Moist Damp but no visible water Visible free water, usually soil is below water Wet table, well above optimum moisture content (per ASTM D698 or D1557) 10 Earth Engineers, Inc. (A'S fNl 480=, 0 Descriptor Size Boulder > 12 inches Cobble 3 to 12 inches % inch to 3 inches Gravel - Coarse Fine No. 4 sieve to % inch No. 10 to No. 4 sieve (4.75mm) Sand - Coarse Medium No. 40 to No. 10 sieve (2mm) Fine No. 200 to No. 40 sieve (.425mm) Silt and Clay ("fines") Passing No. 200 sieve (0.075mm) 10 Earth Engineers, Inc. UNIFrED�Sf�`I;L CLASSIFICATION Group Symbol SYSTEM (As-rlui o24ss) _ Description Coarse Grained Soils Major Division Gravel (50% or more retained on No. 4 sieve) Clean Gravel Gravel with fines GW Well -graded gravels and ravel -sand mixtures, little or no fines GP Poorlygraded gravels and ravel -sand mixtures, little or no fines GM Silty ravels and gravel -sand -silt mixtures GC Clayey ravels and ravel-sand-cla mixtures (more than 50% retained on #200 sieve a Sand (> 50 /o passing No. 4 sieve) Clean sand SW Well -graded sands and gravelly sands, little or no fines SP Poorly -graded sands and ravel) sands, little or no fines Sand with fines SM Silt sands and sand -silt mixtures SC ML Clayey sands and sand -clay mixtures Inorganic silts, rock flour and clavey silts Fine Grained Soils (50% or more passin g #200 sieve) Silt and Clay (liquid limit < 50) CL Inorganic clays of low -medium plasticity, gravelly, sand & lean clays OL Organic silts and organic silty clays of low plasticity Silt and Clay (liquid limit > 50) MH Inorganic silts and clayey silts CH . Inorganic clays or high plasticity., fat clays OH Organic clays of medium to high plasticity Highly Organic Soils PT Peat, muck and other highly organic soils 10 Earth Engineers, Inc. ,07 A,f,Sl�i1113tL LEG)=1i; GRAB Grab sample SPT Standard Penetration Test 2" OD), ASTM D1586 ST Shelby Tube, ASTM D1587 pushed DM Dames and Moore ring sampler 3.25" OD and 140 -pound hammer CORE Rock coring