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HomeMy WebLinkAboutPermit D17-0096 - CARY LANG CONSTRUCTION - PARCEL A SINGLE FAMILY RESIDENCECARY LANG PARCEL A 13945 53 AVE S D17-0096 Parcel No: Address: 0 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 13945 53RD AVE S Project Name: CARY LANG - PARCEL A COMBOSFR PERMIT Permit Number: D17-0096 Issue Date: 6/21/2017 Permit Expires On: 12/18/2017 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: TUAN DANG 13124 SE 210TH ST , KENT, WA, 98031 CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023. CARY LANG CONSTRUCTION INC Address: 29815 24TH AVE SW , FEDERAL WAY, WA, 98023-2300 License No: CARYLCI1010F Lender: Name: CARY LANG CONSTRUCTION INC Address: 29815 24TH AVE SW , FEDERAL WAY, WA, 98023 Phone: (206) 423-5055 Phone: (253) 661-6880 Expiration Date: 9/26/2018 DESCRIPTION OF WORK: CONSTRUCT A NEW 3249 SQ FT SINGLE FAMILY RESIDENCE WITH A 720 SQ FT ATTACHED GARAGE AND A 202 SQ FT COVERED DECK Project Valuation: $450,673.50 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V -B Electrical Service Provided by: Fees Collected: $19,198.35 Occupancy per IBC: R-3 Water District: Sewer District: Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: 1 Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: 1 Water Main. Extension: Water Meter: Yes Volumes: Cut: 20 Fill: 20 Number: 1 1 Permit Center Authorized Signature: ..y - Date: 000/77 I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work.. I am authorized to sign and obtain this development permit a ) agree to the conditions attached to this permit. Signature: ,- Date: 6/7 --///- Print / -Print Name: em -y? / /_ 4-3iv - C d^-3 T "t ' --, This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 4: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 5: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 6: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. c 8: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 9: ***PUBLIC WORKS PERMIT CONDITIONS*** 10: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 11: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 12: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 13: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 14: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 15: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 16: Any material spilled onto any street shall be cleaned up immediately. 17: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 18: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 19: The Land Altering Permit Fee is based upon an estimated 20 cubic yards of cut and 20 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 20: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 21: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 22: Project shall comply with City of Tukwila Final Short Plat no. L16-0047, King County recording no. 20170222900026. As part of construction of this single family residence on Parcel 'A' - water, fire hydrant, sanitary sewer, storm drainage, and private access road shall be constructed per Civil Plans prepared by PBG, LLC dated 9/30/2016". City project within 53rd Ave. South may install new fire hydrant, undergrounding of power, and other utilities; if work under this permit is not finished within street right-of-way. 23: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (DCVA). This shall be done prior to final inspection. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW-THROUGH SYSTEM. Backflow device is optional if a FLOW-THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector. 24: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x $xx.xx per sq. ft. = $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 25: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 26: Prior to Public Works Final, provide storm drainage as -built plan, storm drainage maintenance plan and responsibility for maintenance assigned for stormwater treatment and flow control BMPs/Facilities. c 0 27: Prior to any work within the Public right-of-way, a bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out to the City of Tukwila for possible property damages caused by activites. 28: Prior to any work within the Public right-of-way, a copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 29: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88 for one single family residence. 30: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public right-of-way. 31: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay $300.00 under PW permit C17-00xx. Fee based on one single family residence. 32: ***BUILDING PERMIT CONDITIONS*** 33: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 34: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 35: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 36: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 37: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 38: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 39: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 40: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 41: All wood to remain in placed concrete shall be treated wood. 42: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 43: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 44: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 45: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4 -inches shall be maintained above the controls with the strapping. 46: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 47: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 48: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 49: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 50: ***MECHANICAL PERMIT CONDITIONS*** 51: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 52: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 53: Manufacturers installation instructions shall be available on the job site at the time of inspection. 54: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 55: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 56: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 57: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 58: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 59: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 60: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 61: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and Fuel Gas Code. Tests shall be conducted in the presence of the Plumbing Inspector. It shall be the duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work is ready for inspection. 62: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R-3. 63: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 gauge. 64: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall be directly embedded in concrete or masonry. 65: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 66: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 67: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. 68: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 69: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments O PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 5020 FIRE LOOP HYDRANT 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 5070 SANITARY SIDE SEWER 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER PERM 0 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov n Combination Permit No. 'l � .. K* Project No.: Date Application Accepted: 4 e1 ( Date Application Expires: (For office use only) COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION Site Address: / 3 9115 .s 3 d King Co Assessor's Tax No.: /G 72'/O 00 S I (( �? S IA - PROPERTY OWNEROW Name: e/ l��s .0 Address: ( City: State: Zip: Name: (/'1'""/ r in0 CO" -41 Tuk jlu mess eQ d/wa /< AG • Address: Zip: Phone: •, Fax: / Email: City: State: Zip: CONTACT PERSON — person receiving all project communication Name: e/ l��s .0 Address: ( City: State: Zip: Phone: Fax: Email: C4 /y /a„,qOki oil•` re., - GENERAL CONTRACTOR INFORMATION Company Name:Cerr, / _n� eOw.Si_ i#✓6 1�1 Address: Q/5 Ave 5 ,14_,/• ty/.206,at J / Wr4.1/ SMik ZpP8e, 2,3 Phone:2.06►U23 3"5 Co i t' //o/ eirDate: 9/2.0g Tuk jlu mess eQ d/wa /< ARCHITECT OF RECORD Name: L-4 i1 i Company Name: a—wc. Architect Name: Address: A., State: City: ��lState: Zip: Phone: •, Fax: / Email: . Nef- ENGINEER OF RECORD Name: L-4 i1 i Company Name: fi'/- d lure, a—wc. Engineer Name: Address: / C / / me a to/v. 5 State: City: /)N LIPQ //f State: f4_ (,?,4_7736 Zip:g9sfi Phone: /(2.7_ Fax: Email: free4Seen,1rltIeriii . Nef- LENDERBOND ISSUED (required for projects $5,000 or greater per R W 19..27.095)) Name: L-4 i1 i (/� � eet, i - .1-7/1e•• Address: City: State: Zip: H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 I.docx Revised: August 2011 bh .Page 1 of4 0 0 PROJECT INFORMATION — 0 0 Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): f DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement lstfloor /, L/3 2nd floor apo Garage carport ■ 70:9' Deck—�c'o'veredy uncovered ■ G_ O 2 Total square footage L/l q-1 o Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: 50 0 Value of mechanical work $ 1_ furnace <100k btu thermostat emergency generator PLUMBING: fuel type: ❑ electric gas appliance vent ventilation fan connected to single duct wood/gas stove water heater (electric) other mechanical equipment Value ofplumbing/gas piping work $ v 0 bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) water heater (gas) bidet floor drain sink lawn sprinkler system H:\Applications\Forms-Applications On Line'2011 Applications\Combination Permit Application Revised 8-9-1 I.docx Revised: August 2011 bh clothes washer 2_ shower water closet gas piping outlets Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ...Tukwila ❑...Water District #125 ...Letter of water availability provided 1 SEWER DISTRICT ...Tukwila ❑ ...Sewer use certificate O .. Highline ❑...Valley View ❑ .. Renton ❑...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: 0 .. On-site septic system - for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size - 22" X 34") 0 ...Technical Information Report (Storm Drainage) 0 .. Geotechnical Report 0... Hold Harmless - (SAO) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) 0... Hold Harmless - (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): 0 ...Right -Of -Way Use - Potential disturbance ❑ .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. 0 ❑ ...Total Cut ❑ ...Total Fill ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities 0 ...Frontage Improvements ❑ ...Traffic Control Cubic Yards Cubic Yards ❑ .. Work In Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank 0 .. Curb Cut ❑ .. Pavement Cut 0 .. Looped Fire Line 0 ...Permanent Water Meter Size " WO # ❑ ...Residential Fire Meter Size ❑ ...Deduct Water Meter Size ❑ ...Temporary Water Meter Size " WO # " WO# ❑ ...Sewer Main Extension Public 0 -or- Private ❑ 0 .. Trench Excavation ❑ .. Utility Undergrounding 0 .. Backflow Prevention - Fire Protection Irrigation Domestic Water ❑...Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION - THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line 0 ...water 0 ...sewer number of public fire hydrant(s) 0 ...sewage treatment MONTHLY SERVICE �ILLINGO: Name: �6-- y2 3 yoS�' C(1' /! ��`� /V' Day Te phone: Mailing Address: 6 / 7 2 96 -e *Ole i- , lit- - 9 goOT City State Zip WATER M T R REFUND/BILLING: Name: -��•! Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications On Line \20I I Applications\Combination Permit Application Revised 8-9-1 I.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — APPLICABLE TO ALL PERMITS IN THIS APPLICATION — Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. 1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY Oj�✓I`FER 0 AUT IZED AGENT: Signature: ��\,�- Date: Print Name: e4paii LQ Cro�`'�aC �/yC Day Tel phone: MailingAddress: ` � (e • 5 w P�Q�R G✓� �00 2 J H:\ Applications\Farms-Applications On Line \201 1 Applications\Combination Permit Application Revised 0-9-1 1.docx Rcviscd: August 2011 bh City State Zip Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees cM l/ l PROJECT NAME e �1:✓ ( A- C /30,4-5' - 53YGI elv6.5 If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. PERMIT # --909 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access 1500 A. Total Improvements / 3. Calculate improvement -based fees: 15. B. 2.5% of first $100,000 of A. 1 1 3 $250 (1) C. 2.0% of amount over $100,000, but Tess than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) $ 1 1 (4) 5. Enter total excavation volumed - cubic yards Enter total fill volume 2o cubic yards Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE '/ Up to 50 CY ✓ Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1sT 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION �5 (1+4+5) $ 34$ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, IVEQ attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review FCI OF TUKWILA Approved 09.25.02 Last Revised 02/21/17 bri 009b APR 17 2017 PERMIT CENTER 0 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 7. Pavement Mitigation Fee $ t I $ S (6) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) . $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ QUANTITY IN CUBIC YARDS RATE 50 or less ./ $23.50 51 —100 $37.00 101— 1,000 $37.00 for 1St 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1St 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1St 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Technology Fee (5% of 6+8) >,ar?) ApgEoved 09.25.02 Last Revised 02/21/17 (7) (8) 0 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* I12 D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al 11. ADDITIONAL FEES A. B. C. D. E. F. G. H. I. Total A through E $/I 25 (9) Allentown Water (Ordinance 1777) Allentown Sewer (Ordinance 1777) Ryan Hill Water (Ordinance 1777) Allentown/Foster Pt Water (Ord 2177) Allentown/Foster Pt Sewer (Ord 2177) Special Connection (TMC Title 14) Duwamish Transportation Mitigation Other Fees $ A $ fof�s 6005 S45 $ (S (10) .5 Total Ar through I DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 0S9 2! 1 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2017 -12.31.2017 Total Fee 0.75 $625 .i $6005 $6630 .i 1 './ $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 02/21/17 Temporary Meter 0.75" $300 2.5" $1,500 3 1/24/_7 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK I ACCOUNT 1 QUANTITY ( PAID $16,251.05 D17-0096 Address: 13945 53RD AVE S Apn: $15,996.28 1INCH $7,130.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $950.00 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALL-SPRINKLERED B640.237.500 0.00 $6,005.00 DEVELOPMENT $4,546.15 PERMIT FEE R000.322.100.00.00 0.00 $4,541.65 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR 1 R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR I R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,274.88 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $118.75 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $118.75 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $256.25 TECHNOLOGY FEE I R000.322.900.04.00 I 0.00 $256.25 D17-0164 Address: 5230 S 137TH ST Apn: 0003000099 $254.77 DEVELOPMENT $254.77 - PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R11765 R000.345.830.00.00 0.00 $254.77 $16,251.05 Date Paid: Wednesday, June 21, 2017 Paid By: CARY LANG CONSTRUCTION, INC Pay Method: CHECK 24871 Printed: Wednesday, June 21, 2017 8:49 AM 1 of 1 I?SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK 1 ACCOUNT I QUANTITY PAID $3,202.07 D17-0096 Address: Apn: $3,202.07 DEVELOPMENT $2,952.07 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,952.07 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R11286 R000.322.100.00.00 0.00 $250.00 $3,202.07 Date Paid: Monday, April 17, 2017 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 24867 Printed: Monday, April 17, 2017 11:36 AM 1 of 1 CRSYSTEMS (73; INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 ti PIS—oogcp Project: CA-QY )-.ANG- Type of Ins ection:�J�(1q BOARD_ Address: /.3/1-5--- 53RD 4v/ 5'i Date Called: Special Instructions: PhiRc6L A Date Wanted: 16--1' a.m 1-17 p.m. Requester: Phone No: 2$....3, T t9 -332 / Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INS' '"IN NO. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Projjg�ct:/. 04-1e-1 A Type of Inspection: bJ, L- ),uaui'i7l Address: /34/5` 3s- S Date Called: Special Instructions: Q 1 --- L Date Wanted: �C�S7 Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: A btfm REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 DI 7-609(p Project: C. Y 6446- Type of Inspection: PRtho4YG- Address:Date l39 4/5 53RD /WW -5-', Called: Special Instructions: p'' L f}- Date Wanted: 10-3 --17 Ca rn✓ p.m. Requester: Phone No: 167j Approved per applicable codes. COMMENTS: Corrections required prior to approval. oi< - if/ /106 Inspector: Date: /0_3 ' 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 630G Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSP TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 DI 7 - 0O QC ‘LN=N Pro'ect: CA eV ��er Type of Inspectio Ko k ii- lAi : 6AFS Ap;,r Address:Date )39/s'-� la) Axe s Called: Special Instructions: Date Wa to % �� / `7 a,m� p.m. Reques r: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector:A Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 DI7-ceRe Project: yL6- C� Type of Ins ection: 14�yf, Address: /3915' 53R2) ,4V _ s; Date Ca led: Special Instructions: /9117&/A . A— Date Wanted: /O -7'0-77 a.m. p.m. Requester: Phone No: ElApproved per applicable codes. ElCorrections required prior to approval. COMMENTS: moo; is)° Inspector: Date:/6--/O-/ 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit 1)17 60Q6 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 \kIN Proj ct: Cil)11 IA�J - T e of Inspection: 'WCJI.L44 - /...1 R vw1si G Address: / 39y S-3 ''�� 4 Date Called: Special Instructions: Date Want •:' J / % a.m. p.m. Requester Phone No: Approved per applicable codes. IJ Corrections required prior to approval. COMMENTS: Inspector: Date:, �: J/ 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 14± INSPE ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431 3670 INSPECTION RECORD Retain a copy with permit lb/ 7 -0o9ee 1 Pro'ect: Address: 36)46- S3 Av' Special Instructions: PrELA ;Approved per applicable codes. COMMENTS: Tof Inspection: /,J Meolaw4L Date Called: Date Warne y) Requeste(: Phone No: 7 Corrections required prior to approval. !Inspector: 1Date: q 7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD INN NO. Retain a copy with permit il3'i''� PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pro'ect: T pe of Inspection: Date Called: Special Instructions: Date Wanted: Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: REINSPECTION FEE REQUIRED. Prior to next inspe tion, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ProjeCly l. Ty onspectiA f Li.- Addreesss`: I -K7Y S-- SlPb At&-' S Date Called: Special Instructions: Date Wan • / f 7 1 7 a.m. Requester- equesterPhone PhoneNo: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: Date: L� �/ `7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPE ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 (b17c9 1 Pro' ct: Carey IA Aft - Address: 13915' S3 et) A—v S Special Instructions: Type of Inspection: Date Called: Date Wante 3 b7 i Requester. Phone No: Eizi Approved per applicable codes. COMMENTS: Corrections required prior to approval. Inspector: /1"%bell",‘ Date: e REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. I INSPE ION NO. INSPECTION RECORD Retain a copy with permit Ib/7- 6©90 I PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431 3b70 Pr ect: 1 Ch 1'��/ /4A/6- Address: b/4-r�L Special Instructions: P4 6 A Tyile of Inspection( vt,44-/Ai Hail')Aiif6" Date Called: Date Wand /7 Requester: Phone No: ❑ Approved per applicable codes. Corrections required prior to,approvai. COMMENTS: m !Inspector: 11 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cal to schedule reinspection. INSPECTION RECORD Retain a copy with permit b17-0096 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 \LNII‘• Prgj ( '/ /A -WC:- Tykeofsppic ../tion/ Iro' N Ad�drreess%s: )3 /T.SJ cg AVE S Date Called: Special Instruction • A aez- A Date Want d• 3G / 7 p.m. Requester. Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter 81vd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 biz- OG96 P'ect: rCIO/1.AWL Type of Inspection: IJALt SJf Arii�,cl S� Address: Date Called: 1(4 Special Inst ctions: rikr—Ce— 4 Date Wa e /7 Requeste : Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: ) VS P,,. -,-r SW'CC-: -JC7 Z) ei X. cry Cox. I -vii I9--64: gal AT- P Ar s', . 4. 2 3 )(a7g.Ci v' < 14 mien -.ta=pptcve A Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit DIS -0096 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projejt: (AI? I Lnbr- - Rieca .412, Typ.e �o spection: Mp Z - Address: t39gs' /6 Ar S Date Called: Special Instructions: Date Wanted•m,, g i / p.m. Requester Phone No: Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: 12(5-1.9 f A pce air r2,4eve Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. r---gy---i INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 bi?-6,096, Pro'ect: CA124 / (Y PA 'tft 4 Type of Inspection: itJr?>e-►? t ;Ye � ,.ay Address: al i '�4'SS ci Ale S Date Called: Special Instructions: Date Wante ; i 7 p.m. Requeste Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Arizti,‘,‘ lnspettor: Date: / ` REINSPECTION FEE REQUIRED. Prior to next inspec ion. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION - 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: y 444/6- Type of Inspection: DND sw,s.t vz rim -nu HG Address: /39Y5- 3RD 4 iv S, Date Called: Special Instructions: f/i2C'kC 4 Date Wanted:r i `,3'%'/7 m. p.m. Requester: Phone No: ti Approved per applicable codes.4 Corrections required prior to approval. COMMENTS: )itfr )2 / Inspector: Date: 7231; REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Ail- 6090 Project: C,q.,,t y z. NG- Type of Inspection: Aon N G D ►2AM S' Address:.Date /39'/5 .�3k0 /1'.&., Called: Special Instructions: P:pAKea. L. A Date Wanted: 7-Zto97 Ca.mj p.m. Requester: Phone No: INApproved per applicable codes. 0 Corrections required prior to approval. COMMENTS: K - 1 77 k 6;— (DgA /y Inspector: Date: 220-17 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 �7-0996 Project: OA fel Lt'&r Typ Inspection: ✓i./b47Tr t1 Ili t t Address: l3Q g— n •ArvE., ate Called: Special Instructions: Pra Date Wanted: 7//8 A 7 a.m...... Requester: Phone No: [.J Approved per applicable codes. E] Corrections required prior to approval. COMMENTS: Inspector: J 7 n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 bi 7 0096 Project: CAIN Lek er Type gJnspection: Aer Address: Date Called: Special Instructions rP.... 4 Date Wanted: 7 /: /7 C p.m. Requester. Phone No: Approved per applicable codes. Q Corrections required prior to approval. COMMENTS: Date: "7//g//7 /c /7 ins inspection. ee must AP04.1 REINSPECTION FEE REQUIRED. Prior to nextp be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD INSPECTION N0. Retain a copy with permit Di7--00?f PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pr • ject: Type of Inspection: ti►Id►F,►L Date Called: Address: 399:C 53 Special Instructions: Date Wanted: 3 -7- `f Requester: Phone No: a.m. p.m. Npproved per applicable codes. LJ Corrections to requiredprior q approval. COMMENTS: K- 0U1r_p/1yG- f/ L 15K- C'JL IN6 /1X3-41 4-7 Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 INSPECTION RECORD Retain a copy with permit Did -oa�f� Project: j4't .-� ' R .L A Typ of Inspection:, I el 1<ooF (' h 3 - __/-,tic Address: c' t3f4' A s . Date Called:. ,z-6 2c fe Special Instructions: ® �imet ,-N� ys� Date Wanted•. .— 3—�-2%f p.m. ��-^,y� Es sL-ic (fj, ._ /fie . ,46 ` i Pi-10rib inA F! Vlf1,L, B rreC \c iiic.. FtriccL Requester: Phone No: nApproved per applicable codes. Corrections required prior to approval. COMMENTS: dicEvec i cIr� -lt E ►tee .Y r i, .ass)N G Viii' R/ R. /N C £- - ft9OE ys� 3> ..5.(44_ Pte`,ki-V-r,6i - /N 01111-G6' 9 ,Dp/QE Ara- fWZD visor&' 7' vi -577Z4-47- S 7 7- 67 67 ?ACK it ' SI90/NG- P ISSiWG e 2c to. / NDRAI L Ri=QW !QA' Q sl! 14 3 f S, ox - e', ';z -IN G- /MS -MI -AA/ 6k — pLtJM e A11kL 614- fir;-cNAMC . t M z>1.< - 4W,e6--1 (t4'f: ex/c7-7 oW- G -t PIPS i Inspector: <35-' Date: le REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 1,49- -6d PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Yov / (42.. G " 2'Type Type of Inspectioga G �� Address:j Suite #: %37 44'- r. W4- ,a( r,., 104,,.x. it -,/L.,'" Contact Person: Special Instructions: r Phone No.: ‘Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: .i,C L -1---e c -i----- ,PA)% w f N i -^-)-.t c4- c -- /# lL r. W4- ,a( r,., 104,,.x. Gar --7.c----,,A_r -- . p,fileri, tei-vs 7'-e c.'f' r fid ii2(47-S / S e'G s r-2:ND o f_-12.--- t fj ).1 6 t -r.., C r9z. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: 4— Date: //23 h g Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 12t —O©% PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: / Type of Inspection: oer---- Hood & Duct: Address:�0 Suite #: (394c- S-3 AV Contact Person: Special Instructions: Phone No.: , - , Approved per applicable codes. 11 --------Corrections required prior to approval. COMMENTS: Sprinklers: . Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: gL Cc.e.7_ 7`6-57- L _ nj 2 evt-D p Z (.s2.61-7 0 1 -6 ---Dr O 405,J 142_1 --(cos" ,u / .-1-1..v. 6747- , 3 , 5�9� �� 2- /-(9- OS /w / ,-/-7.-✓ . l? x I<' SP /.-71 15 L /L,/67 '" 0 Gf-- 7 7 - S/-2-2 6 .eS -- p% /v E O 7-1) to ST n-0,12—SS Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: i '- Date: #23/1 8 Hrs.: I r r $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F:P: 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 11- 7, -s -/7Q PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:1-(6kk.1-- C e -f x ' Type of Inspection: ,r1: !/o - Address: / U Suite #:i r ���� Ati , Contact Person: Special Instructions: Phone No.: ..n Approved per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: , Inspector: t Date: //4/j 7 Hrs.: /, 0 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection:,, Billing Address Attn : Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 Prescriptive,5nerze Code Compliance for All Climate Zones in Washington Project Information Contact Information CARY LANG CONSTRUCTION LOT 2 131 YS $ 3'''' 4-6.€ 5 Ja LEVEL DESIGN 253 284-3170 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative All Climate Zones Efficient Building Envelope la R -Values U-Factora Fenestration U-Factorb n/a 0.30 Skylight U -Factor n/a 0.50 Glazed Fenestration SHGC''e n/a n/a Ceilingk 49i 0.026 Wood Frame Wall9.m" 21 int 0.056 Mass Wall R -Value 21/21h 0.056 Floor 309 0.029 Below Grade Wall'" 10/15/21 int + TB 0.042 Slabs R -Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 16 2011 City of Tukwila BUILDING DIVISION Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits [� Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. 22. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. 04. Additions less than 500 square feet: .5 credits Table R406.2 Summary Dation Description Credit(s la Efficient Building Envelope la 0.5 1 b Efficient Building Envelope 1 b 1.0 lc Efficient Building Envelope lc 2.0 1d Efficient Building Envelope 1d 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions RECEIV ITV OF TU 0 1 3 ILA 0.5 MAY 23 7 0.5 ERMIT CEIER 1.0 ❑ ,)ORRECT ION LTR#_ 1.5 *1200 kwh 0.0 3.50 Dil 1(01I Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals J and S, This calculator will calculate heating loads only, ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U -factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out alt of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop-down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information PLAN 2575 LOT 2401S136THST TUKWILA Contact Information Level Design LLC 253-284-3170 Heating System Type: © All Other Systems 0 Hea Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature instructions Tukwila Area of Building Conditioned Floor Area instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Skylights Instructions Insulation Attic Instructions 1R-49 V I. Single Rafter or Joist Vaulted Ceilings Instructions No Vaulted Ceilings in this ptojert. Above Grade Walls (see Figure 1) Instructions .—._._,.__.. R-21 Intermediate Floors Instructions R-30 Below Grade Walls (see Figure 1) Instri.101011S No Below Grade Walls In this project Slab Below Grade (see Figure 1) Instructions No Slab Below Grade In this project Slab on Grade (see Figure 1) Instructions No Slab on Grade in this project Location of Ducts Instructions Conditioned Space Design Temperature Difference (AT) 46 PT = Indoor (70 degrees) - Outdoor Design Temp 3,252 8.5 U -Factor X 0.30 U -Factor X 0.50 U -Factor X 0.026 U -Factor X U -Factor X 0.056 U -Factor X 0.029 U -Factor X Conditioned Volume 27,642 Area 481 Area Area 2,201 UA 144.30 = UA UA 57.23 Area UA Area 3,153 Area 2,702 UA 176.57 UA 78.36 Area UA F -Factor X Len th F -Factor Sum of UA UA Len r th UA Duct Leakage Coefficient 1.00 Envelope Heat Load Sum of UA XAT Air Leakage Heat Load 13,733 Btu / Hour Volume X 0.6 X AT X .018 Building Design Heat Load 34,729 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 34,729 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in condlNoned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 48,621 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Fumace Building and Duct Heat Loss X 1.25 for Heat Pump 456.45 20,997 Btu / Hour , (07/01/13) Table R402.11 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R -values are minimums. U -factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R -value of the insulation from Appendix Table A101.4 shall not be less than the R -value specified in the table. b The fenestration U -factor column excludes skylights. The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Reserved. g Reserved. h Reserved. The second R -value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote. a Nonfenestration U -factors shall be obtained from, measurement, calculation or an approved source or as specified in Section R402.1.3. Window, Skylight and Door Schedule Project Information Plan 2575-3 13945 53rd AVE S TUKWILA Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U -factor Contact Information Level Design LLC 253-284-3170 Ref. U -factor slider 6 0.28 sliding glass door 0 0.28 Slider Sink ° 0.28 Door 1 0.28 Fix 3 0.28 Single Hun 3 0.28 Side Light 0 0.28 Fix 6 0.28 Casement 1 0.28 Fix 6 0.28 12.0 3.36 0 slider Egress 11 0.28 Slider 2.94 0.28 Fix 1 0.28 Case 6 0.28 Trans 2 0.28 Fix ° 0.28 Slider 6 0.28 Trans 0.00 0.28 Fix 0.0 0.28 Fix 5 0.28 Casement 0 0.28 Fix 0 0.28 0 1 3 0 4 0 2 2 6 3 6 1 8 0 1 6 1 5 0 4 0 1 7 0 5 ° 1 7 ° 1 6 1 3 0 2 6 Width Height Qt. Feet Inch Feet Inch Width Height Qt. Feet Inch Feet inch 2 6 0 6 0 1 8 ° 8 0 1 8 0 3 11 3 3 0 8 0 1 2 6 6 ° 1 3 0 6 0 12.0 3.36 0 5.60 11 1 1 2.94 7 2.10 1 6 ° 6 ° 1 2 6 5 ° 2 2 6 5 0 0.00 0.0 0.00 0.0 0.00 3 5 0 4 0 1 8 0 4 0 1 3 0 4 0 2 2 6 3 6 1 8 0 1 6 1 5 0 4 0 1 7 0 5 ° 1 7 ° 1 6 1 3 0 2 6 1 6 0 2 .6 1 3 0 4 0 1 3 ° 8 0 D t7- ooq& R CITY A Area A 0.0 0.00 0.0 0.00 Area UA 72.0 20.16 64.0 17.92 31.3 8.77 72.0 20.16 15.0 4.20 18.0 5.04 7.9 2.22 36.0 10.08 12.5 3.50 25.0 7.00 0.0 0.00 60.0 16.80 32.0 8.96 12.0 3.36 17.5 4.90 12.0 3.36 20.0 5.60 35.0 9.80 10.5 2.94 7.5 2.10 15.0 4.20 12.0 3.36 24.0 6.72 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 FCEPJE1I0.00 OF MilKN OX 0.0 0.00 3R DV 2011.00 0.0 0.00 PERMIT CENTER J Overhead Glazing (Skylights) Component Description Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Ref. U -factor Width Height Qt. Feet Inch Feet Inch Sum of Overhead Glazing Area and. UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0:00 0.0 0.00 0.0 0.00 0.0 0.00 611.3 171.15 Area 0.28 UA 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 1 0.0 0.00 0.00 611.3 171.15 Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U -factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop-down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information PLAN 2575 13945 53rd AVE S TUKWILA Contact Information Level Design LLC 253-284-3170 Heating System Type: O All Other systems 0 Hea Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions - Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Skylights Instructions Insulation Attic Instructions R-49 Single Rafter or Joist Vaulted Ceilin • s Instructions Above Grade Walls (see Figure 1) Instructions S _ Floors Instructions Below Grade Walls (see Figure 1) Instructions ■ .. _ Slab Below Grade (see Figure 1) Instructions Design Temperature Difference (AT) AT = Indoor (70 degrees) - Outdoor Design Temp 3,252 8.5 U -Factor X 0.30 U -Factor 0.50 IJ -Factor 0.026 Conditioned Volume 27,642 Area 481 X Area = U -Factor X U -Factor X 0.056 U -Factor X 0.029 U -Factor X F -Factor Slab on Grade (see Figure 1) F -Factor Instructions Location of Ducts Instructions riooqb 0 Area 2,201 Area 0 Area 3,153 Area 2,702 Area 0 Len th 0 Len•th UA 144.30 UA = UA 57.23 UA UA 176.57 UA 78.36 UA UA 51 RECE1VED Cha if OF TUKWILA Duct Leakage Coefficient 1.00 APR 17 2017 PERMIT CENTER Sum of UA 456.45 Envelope Heat Load Sum of UA X AT Air Leakage Heat Load VolumeX 0.6X ATX.018 Building Design Heat Load Air Leakage + Envelope Heat Loss 23,279 Btu / Hour 15,225 Btu / Hour 38,504 Btu / Hour Building and Duct Heat Load 38,504 Btu / Hour Ducts In unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 53,906 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Fumace Building and Dud Heat Loss X 1.25 for Heat Pump (07/01/13) r • t{ STRUCTURAL CALCULATIONS For Level Design, LLC' For Plan 2575-3 Lateral & Vertical • Design • March 29, 2017 Project # 201757 t' .a By r PRECISE 'ENGINEERING INC. HAROLD HAHNENKRATT, P.E. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 16 2017 City of Tukwila BUILDING DIVISION 3 9�1� br7 00% RECEIVED CITY OF TUKWILA APR 17 2017 PERMIT CENTER SCOPE: Provide structural calculations for lateral and vertical design per the 2015 IBC. Plan to be built once at 4801 S 136`x' Street Tukwila, WA LOADS AND MATERIALS Roof: Wall: Floor: Wind: Seismic: Lumber: Comp Roofing Pre-engineered Trusses @ 24" oc Roof Sheathing Insulation 5/8" GWB Misc. 2x6 Studs @ 16"oc I joists at 16"oc Dead Load = Snow Load = Dead Load = Dead Load = Part. Load = Live Load = 110 MPH Exp. B (Per building department) Site Class Design Category Use Group R Cd Wo = D = D ▪ I = 6.5 4 3 5.0psf 2.9psf 1.5psf 1.2psf 2.8psf 1.5psf 14.9» 15psf 25psf l Opsf 12psf 1 Opsf 40psf = 1500 PSF, Assumed bearing capacity 38 PCF, Assumed Active Fluid Pressure 350 PCF, Assumed Passive fluid Pressure = 0.45, Assumed Coefficient of Friction 110 PCF, Assumed Soil Density 2x > 4x 6x> GLB Concrete: f c Rebar #2DF • #1DF • 24f -v4 for simple span • 24f -v8 for cont. and cantilever. = 2500psi = Grade 60 Design Maps Summary Report Design Maps Summary Report User—Specified Input Building Code Reference Document Site Coordinates Site Soil Classification It . " `: Risk"Category 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) :47.48093°N ;122:27427°W Site Class D - "Stiff Soil" I/II/III Croom. Page 1 of 1 USGS—Provided Output Ss = 1.489 g Sl = 0.558 g SMS = 1.489 g SM: = 0.836 g Sos = 0.993 g = 0.558 g For information on how the SS and SI values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 1.05 NICER Rospr4so Spot drum 0 anion Rnsporl1' Spec iruen 0.60 233 0.51 0.1 0.40 am 11.04 111..) 0..40 000 0.4 1.03 ' Peribit T (.gee) ,r.. {c1) .. .lj aal a.i' 410 !' 0.00 aw GM 0.40 0.00 TIM 1.00 1...73 1.40 1.cn 1.00 203 • V Poari°d, T (s.ae) Although this Information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool Is not a substitute for technical subject -matter knowledge. https://earthquake.usgs.gov/cnl /designmaps/us/stmunary.php?template=minimal&latitude... 3/29/2017 LATERAL DESIGN Wind Loading: Simplified (ASCE 7-10 Chapter 28 Part 2) Ps =XKztps30 ASO Ps = .6 AKZips30 Wind Speed 110 mph ps30 Exposure 13 Pitch Roof Wall Roof Pitch 4:12 2:12 -7.2 17.76 3:12 -6.5 19.65 A= 1 4:12 -5.7 21.5 KZt = 1 5:12 -0.5 21.4 6:12 6.87 20.3 ps30 = -5.7 (Roof) >7:12 13.3 19.4 21.5 (Wall) ASD Ps = 3.4 (Roof) 12.9 (Wall) ps = Ps = Seismic Loading: Section 12.4,12.8 ASCE7-10 Minimum Loading 8.0 (Roof) 16.0 (Wall) (ASD) Minimum Loading 4.8 (Roof) 9.6 (Wall) Eh=rQh Qh=V r=1.3 V= CSW C9=SDs/1.4R E=(1.3Sos/1.4R)W Sos 0.993 R = 6.5 (Wood Shear Wall) R = 1.5 (Cantilever Column) V= 0.142 Wt. (Wood Shear Wall) V= 0.567 Wt. (Cantilever Column) 2.I8AP P.T. 6 x 6 P091 TO 74' COLU'N EU CAP BASE TRIM TTP. LL4.'A_.____-.. 74'0' _ 8'-0' _ 17••0. . 0 • 69 I 60 Y 60 Y OUTDOOR LIVING AREA -L^ I 1 9080 WD ° 11 LJl J 6K -� --� %' TIMM GAS IREPLA.E f1..o' 8. KITCHdN 1wT ALL PER TFRS.sPeC6 • 06 162 1 ■ DINING AREA -� '• lg 26Y. Tl4 !1 Gp EAT p ROOT 1 7' -6%184 - IIIII �ANTi . m. i P X90 0 '���_11!1 r�1 r�11_�1. e e- 1 .'' 0 11®■l�.x �. �. 6 BACA 26'NCdIh041L > — MUM ■ UD RO�'1 ° SIDE. FOYER 1 PIM uAFoueoo .l:v.38318•at I 17=L.: a PO iis \ imiel - _II ININI i �1 al)`- �-- 9•�nom a pus m0 .,. � - w 1 1 1 f'�7 l w $ air 1f�' ../ •�I 70 MR OS DOOaR .. N1ALOOD C31 �� l 4, 2'.0' 71' IFCA118' ,8 7'•7' 5'•11' 1 Vi I / f TRAP TO WALL � • /4 D MDR - i � II n } - PER LL nBOTT BOLLARD PRov1D0 FREVAI/ "c ale= vALr 10 PX08RIOR AND asrAttaveo 0 METALAPTAN: . n�_ !� a WIG .. A 3 CAR G RAG 6.7• M r 3'.6' A'•a' _ i] s lour 31.0%21.0 FOYER ry mr r 1 11A `y 01 DEN/GUEST :: n•o X11.4 4 It T 4 7 3 I 11 4P m III XXX 60800W • -� • 9D60 1. 9. 6.-0. 6.-0. 6.-O. F IBM FRONT PORCH " 19.0 % 6.0 9 17'.6' 9 16..0. 9' (.6' L. CRAP P.7.6 x 6 ('OOT TO 74' COLU'N W/ CAP 4 BASE 1,61 TRRi ITP. B.•6. 3 -0. RAAIM cI nnD DI AM Diaphragm Two Story Wind to Diaphragm Upper Plate Height Main Plate Height Floor Depth Roof Ht. Minimum Wind Load Wind load 1-2 Rf/upper 2 0.0 51.3 52.8 2-3 Roof Upper 4.1 0.0 38.3 123.2 Roof Ht. A -B rf%upper 2 B -C Roof 4 Upper 0 C -D rf/upper 2 8.1 Roof 9 Walls 1 Length 6.0 58.6 44.0 91.7 44.0 Minimum Wind Load Wind load Length 0.0 -6.8 9.6 6.0 0.0 38.6 123.2 58.1 45.5 91.7 49.0 SUM Minimum Wind Wind -3.4 4.8 12.9 9.6 Min Total Load Total Load 307.5 316.8 1685.4 2576.6 5420.6 4033.9 7413.5 6927.4 Min Total Load Total Load -40.8 57.6 1758.3 2642.6 6036.6 4492.3 0.0 -6.8 9.6 6.0 -40.8 57.6 --Ci/,t44//b '74r ►� d r citikcAd P-1- '4 �, »Lilghl/ (:(1 \d A 03kni,i(f T6111 1') SUM 01 b 1)6 tic L 1441 trd 07751/W fit cfvoYqlv) 7713.3 72500.j2� X74 ;, i k INT DIAPHRAGMS U c 0) a) w tp c o) o ft o N 0 7.3 ss., 0 4- 0 Centralia, WA 9531 Diaphragm Capacities 1 o o a N O ,-- (fl(6 d' cej N ti) U 4- N (0 N 4--. O 00 r-- 4- Inc (0 N 4-" 0 .- • c $ Seismic , c �6 0 u) 'Q co 0 ai 0 o .- O 1- 00 .- - cv r Case 1 4 4-4- 4-4- o. co0 co a. 4 N I 1364.6 357p1f 4- a to O N N 0 (D O'`&. N Seismic !n70 cc0 0 tri 0 (0 v) _n O 0 t; o co 7/16 OSB Case 2,3,4,5,6,1 4_- a 00 M N 4- o. 0 .- N 1- c C M Q, 1307.7 '0 c Seismic r (OD N O co -o co O O N (16 ND N CO a) 1n co U 1 c :. •- _ N N CO o CO N - 00 tri M •- 70.8 •o c 5 Seismic N ao O O 'D co 0 .- o N Shear v (pif) .- 4' Nailing Requirement 4.0 0 0 0 • o 4.0 ' o ti F-- '�iO 471.3 O rn 4 I 1364.6 00 N Moment (ft -lbs) (D O'`&. N (D '4 0) 0)) .- 42519.4 O s- (ND (0 ai (0 O N 46819.5 N CO •0V N 1- c C M Q, 1307.7 O N .- r (OD N O co O '4" N (16 ND N CO 1 c :. •- _ 1409.4 - 00 tri M •- 70.8 O M o) co w N ao O O CO cV n CO Shear v (pif) .- 4' 00 4 N co CO a' Ir O N rn C .1 8.7 >. L.. .� N ,c G 4 (D a0) r•tom- I-- 3865.4 207.0 N 00) c- 0 N CO M 'a (0 `.' L "'O 0 0 O 0 44.0 0 Width (ft) O O O Nt O "ct 0 O 1.0 Lc; s. Co oi " 0 O 0) C o Q J O d0" 00 00 r r� O M .- O `d' N m J 15 a. O. ` roof upper 1 L a a roof upper 1 s_ a a a) .o J N � co cv co Q U 0] U LOAD TO LINES 1 1 1 1 JOB: Date: By: Sheet: Page Holdown Anchor Bolt Capacity 1/2" Dia. 2x Sill = 912 2 5/8" Dia. 2x Sill = 1328 x 1/2" Dia. 3x Sill = 1120 4 5/8" Dia. 3x Sill 1664 # Holdown Callout Size Capacity A HDU2 3075 2 HDU4 4565 B HDU5 5645 3 HDU8 7870 Plate Height 1st Floor Wall Height = 9 2nd Floor Wall Height = 8 3rd Floor Wall Height = Seismic Shear Wall Capacity Callout Size Capacity 1 Bd at E 260 plf 2 Bd at 4 380 plf Uplift Bd at 2 490 p1f. 3 Bd at 2 640 plf Wind Shear Wall Capacity Callout Size Capacity Size Bd at E 365 plf v Bd at 4 532 plf Uplift Bd at 2 685 pif 460 pif Bd at 2 895 plf Li Wind Shear Wall Capacity Seismic Shear Wall Capacity Size Callout Size Capacity 435 plf v 1096 310 plf Uplift 10d@3 10d@4 460 pif 10d@2 1077 plf 10d@3 600 plf r 4 lOd@2 770 plf Wind Shear Wall Capacity Callout Size Capacity Walls Availiable 1096 435 plf v 10d94 645 plf Uplift 10d@3 840 plf Net Uplift 10d@2 1077 plf SHEAR WALLS Wall Lev. V Walls Availiable Total Wall Wall Height v Wall � dia AB Uplift Wali Sect. Wt. Down Net Uplift Total Uplift Holdown 1 2 3 4 5 6 7 8 Type # Spac. 1 Rf 140.0 24.0 24.0 9.0 5.8 1.0 48.0 52.5 24.0 106.0 -1219.5 -1219.5 none 2 Rf 1800.0 14.5 6.5 21.0 8.0 85.7 1.0 685.7 6.5 122.0 289.2 289.2 neglect 5806.0 17.5 17.5 9.0 ' 33.1.8 2.0 48.0 2985.9 17.5 106.0 2058.4 2347.7 A 3 Rf 1800.0 21.0 9.5 30.5 8.0 59.0 1.0 472.1 9.5 96.0 16.1 16.1 neglect 5666.0 19.3 19.3 9.0 294.3 2.0 48.0 2649.0 19.3 106.0 1628.8 1644.9 A B Rf 1800.0 3.9 5.8 6.3 3.5 19.4 8.0 92.8 1.0 742.3 3.5 96.0 574.3 574.3 neglect 5829.0 2.5 2.5 3.0 3.0 11.0 9.0 529.9 3.0 48.0 4769.2 2.5 106.0 4636.7 5210.9 B C Rf 1800.0 3.3 2.5 5.0 3.0 3.0 16.8 8.0 107.5 1.0 859.7 3.0 116.0 685.7 685.7 neglect 5787.0 0.0 9.0 ###### 1.0 #DIV/0! 106.0 #DIV/0! #DIV/0! 2500.0 (4) segment of APA portal frame capacit 2500 -1 3287.0 3.0 3.0 6.0 9.0 547.8 3.0 4930.5 3.0 1 106.0 4771.5 4771.5 B 0 C/:4m:'c k'A(/L' Z .2,6 4 /7--/ -21,v) Mil,. -111441V-if hit,7‘E //4/miti)fr,s-; Table L Recommended Allowable Design Values for APA Portal Frame Used on a Rigid -Base Foundation for Wind or Seismic Loadinee,dl (a) Design values are based on the use of Douglas -fir or Southern pine framing. For other species of framing, multiply the above shear design value by the specific gravity adjustment factor = (1 — (0.5 — SG)), where SG = specific gravity of the actual framing. This adjustment shall not be greater than 1.0. • (6) For construction as shown in Figure 1. (c) Values ore for a single portal -frame segment (one vertical leg and a portion of the header). For multiple portal -frame segments, the allowable shear design values are permitted to be multiplied by the number of frame segments (e.g., two = 2x, three = 3x, etc.). (d) Interpolation of design values for heights between 8 and 10 feet, and for portal widths between 16 and 24 inches, is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of,1.4 for wind design. • (f) If story drift is not o design consideration, the tabulated design shear values are permitted to be multiplied by o factor of 1.15. This factor is permitted to be used cumulatively with the wind -design adjustment factor in Footnote (e) above. Figure 1. Construction Details for APA Portal -Frame Design with Hold Downs Pony wall height 12' max to al wall height 10' max height Extent of header with double portal frames (two braced wall panels) Extent of header with single portal frame (one braced wall panels) 2' to 18' rough width of opening for single or double portal 1 lilt ° Minimum Width (in.) Maximum Height (ft) Allowable Design (ASD) Values per Frame Segment Load Factor Shearle•tl (Ibf) Deflection (in.) 16 8 850 0.33 3.09 10 625 0.44 2.97 24 8 1,675 . 0.38 2.88 ' 10 1,125 ; 0.51 3.42 Foundation for Wind or Seismic Loadinee,dl (a) Design values are based on the use of Douglas -fir or Southern pine framing. For other species of framing, multiply the above shear design value by the specific gravity adjustment factor = (1 — (0.5 — SG)), where SG = specific gravity of the actual framing. This adjustment shall not be greater than 1.0. • (6) For construction as shown in Figure 1. (c) Values ore for a single portal -frame segment (one vertical leg and a portion of the header). For multiple portal -frame segments, the allowable shear design values are permitted to be multiplied by the number of frame segments (e.g., two = 2x, three = 3x, etc.). (d) Interpolation of design values for heights between 8 and 10 feet, and for portal widths between 16 and 24 inches, is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of,1.4 for wind design. • (f) If story drift is not o design consideration, the tabulated design shear values are permitted to be multiplied by o factor of 1.15. This factor is permitted to be used cumulatively with the wind -design adjustment factor in Footnote (e) above. Figure 1. Construction Details for APA Portal -Frame Design with Hold Downs Pony wall height 12' max to al wall height 10' max height Extent of header with double portal frames (two braced wall panels) Extent of header with single portal frame (one braced wall panels) 2' to 18' rough width of opening for single or double portal 1 lilt ° ¢ - Mm .3" x,11 1/4" net header ' } Av fi sfeel41e not allowed .� "` mj :"I'side olaj 44 ep1 r .4j pr I1 Fasten sheathing to header with 8d common or galvanized box nails at 3" grid pattern as shown Header to jack -stud strap per wind design. Min 1000 Ibf on both sides of opening opposite of sheathing. Min. double 2x4 framing covered with min 3/8" thick wood structural panel sheathing with 8d common or galvanized box nails at 3" o.c. i 1,1i. 1.1 • I CI; in all framing (studs, blocking, and sills) typ. Min length of panel per table 1 Min (2) 3500 Ib strap -type hold-downs (embedded into concrete and nailed into framing) Min reinforcing of foundation, one #4 bar top and bottom of footing Lap bars 15" min ) au Min footingsize under opening is 12" x 12". A turned -down slab shall be permitted at door openings. Min (1) 5/8" diameter anchor boll installed per IRC R403.1.6 — with 2" x 2" x 3/16" plate washer Header to jock -stud strop per wind design min 1000 Ibf ' on both sides of opening opposite side of sheathing Fasten top plate to header with two rows of 16d sinker nails at 3° o.c. typ Min. 3/8" wood structural panel sheathing If needed, panel splice edges shall occur over and be nailed to common blocking within middle 24" of portal height. One row of 3° o.c. nailing is required in each panel edge. Typical portal frame construction Min double 2x4 post (king and jack stud). Number of jack studs per IRC tables R502.5(1) & (2). Min 1000 Ib hold-down device (embedded into concrete and nailed ' into framing) © 2014 APA —The Engineered Wood Association TYPICAL SHEAR WALL NOTES Use 5/8" dia. by 10" Anchor Bolts (AB's) with single plates and 5/8" dia. by 12" AB's with double and 3x plates spaced as shown on the drawings. AB's shall have 7" of embedment into footing, shall be centered in the stud wall, and shall project through the bottom plate of the wall and have a 3x3x 1 /4 plate washer. There shall be a minimum of two bolts per piece of sill located not more than 12 inches or less than 4 inches encl of each piece. Anchor bolts to be galvanized per the below requirement (Fasteners in contact with pressure treated lumber). At existing foundation use 5/8" diameter Simpson Titen HG bolts with minimum of 4" embedment into the existing concrete. All wall sheathing shall be 1/2" CDX plywood, 5/8" T1-11 siding, or 7/16" OSB with exterior exposure glue and span rated "SR 24/0" or better. All free sheathing edges shall be blocked with 2x4 or 2x6 flat blocking except where noted on the drawings or below. All nails shall be 8d or 10d common (8d common nails must be 0.131 inch diameter, Senco KC27 Nails are equivalent. If 10d common nails are called for the diameter must be 0.148 inches, Senco MD23 Nails are equivalent). Nail size and spacing at all sheathing edges shall be as required below or as in the drawings. Nail spacings shall be 12" o.c. for all field nailing except as noted. Hold downs are Simpson "Strong Tie" and shall be installed per the manufacture's recommendation. Equivalent hold downs by United Steel Products Company "Kant -Sag" that have ICBO approval can be substituted in place of Simpson hold downs. All floor systems must be blocked solid below member that the hold down is attached to. This block should be equal to or larger than the member the hold down is attached to and be placed as a "squash block". All double and triple studs shall glued and nailed together with 10d's at 3" o.c. for each layer. All 4x studs are to be #2 DF and all 6x studs are to be #1 DF when used for hold downs and shear walls. FASTENERS IN CONTACT WITH PRESSURE TREATED LUMBER All fasteners including nuts and washers in contract with pressure treated lumber shall be hot - dipped zinc coated galvanized steel, stainless steel, silicon bronze or copper. Fasteners other than nails, timber rivets, wood screws and lag screws shall be permitted to be of mechanically deposited zinc coated steel in accordance with ASTM B 695, Class 55 minimum. Fasteners exposed to weather must meet the requirements of the pressure treating manufacture's minimum. IN ADDITON, the contractor shall coordinate connector/fastener coating requirements with recommendations from connector/fastener manufacturer and type of pressure treating chemical and retention being used. See Section 2304.9.5 of the 2012 IBC for additional information. ALL WALL STUDS AND ROOF TRUSS TOP CHORDS AND SECONDARY FRAMING LUMBER SHALL BE DOUG -FIR #2 OR BETTER. NOTE: MST STRAPS attaches to (2) 2x or 4x studs in wall above and below unless noted otherwise. Nail all holes with 16d sinkers. SHEAR WALL SCHEDULE /I\ sheathing nailed with 8d's at 6" on center all edges. sheathing nailed with 8d's at 3" on center all edges and 4x or 6x studs at panel edges. sheathing nailed with 8d's at 2" on center all edges and 4x or 6x studs at panel edges. HOLD DOWN SCHEDULE It is the responsibility of the contractor to locate hold down anchor bolt to accommodate all structural framing. Anchor bolt to be located nearest the corner or opening at the end of the shear wall. All foundation vents to be a minimum of 12" off centerline of the anchor bolt on either side. Holdown stud to be coordinated with shear wall panel edge framing requirements. Larger stud size controls * For holdown anchor bolt embedment greater that foundation depth, thicken footing for 2'-0" either side of holdown anchor bolt to a depth that provides for 3" clear below the bottom of the anchor bolt. Provide (2) additional #4 x 3'-0" pieces of longitudinal rebar at this location. HDU2 attaches to concrete foundation with a Simpson SSTB 16. HDU2 attaches to double 2x studs or 4x or 6x stud with (6) Simpson SDS 1/4 X 3 Wood Screws in wall above. HDU8 attaches to concrete foundation with a Simpson SSTB 28. HDU8 attaches to double 2x studs or 4x or 6x stud with (20) Simpson SDS 1/4 X 3 Wood Screws in wall above. Vertical Design STRUCTURAL NOTES General Notes: These structural notes supplement the drawings. Any discrepancy found among the drawings, these notes, and the site conditions shall be reported to the Engineer, who shall correct such discrepancy in writing. Any work done by the Contractor after discovery of such discrepancy shall be done at the Contractor's risk. The Contractor shall verify and coordinate the dimensions among all drawings prior to proceeding with any work or fabrication. The Contractor shall coordinate between the architectural drawings and the structural drawings. The architectural dimensions are taken to be correct when in conflict with the structural drawings. The Contractor is responsible for all bracing and shoring during construction. All construction shall conform to the applicable portions of the latest edition of the International Building Code except where noted Design Criteria: 1. Live Load = 40 PSF (Floors) 60 PSF (Decks) 25 PSF (Snow) 2. Dead Load = 15 PSF (Roof) = 12 PSF (Floor) = 10 PSF (Walls) 150 PCF (Concrete) 3. Partition = 10 PSF (Floors) 4. Wind = 2015 IBC Exposure B @ 110 mph 5. Earthquake = 2015 IBC Site Class = D Design Cat. = D Use Group = 1 R = 6.5 Cd = 4 Wo = 3 6. Soil = 1500 PSF, Assumed bearing capacity 38 PCF, Assumed Active Fluid Pressure = 350 PCF, Assumed Passive fluid Pressure 0.45, Assumed Coefficient of Friction = 110 PCF, Assumed Soil Density Concrete & Reinforcing Steel: 1. All concrete work shall be per the 2015 IBC Chapter 19. 2. All reinforcing shall be ASTM A615 Grade 60 except as shown on the plans. 3. Concrete shall be in accordance with ASTM 150. fc = 2500 PSI @ 28 day slump = 4" maximum, 6% Air entrained. 4. Garage slab and exterior slabs to have minimum thickness of 4" with 6x6 WI.4x1.4 WWF with vapor barrier. This is at the owner's option to reduce slab cracking. Crack control joints the responsibility of the contractor Steel: 1. Anchor bolts shall be ASTM A307. Carpentry: 1. 2X structural framing shall be #2 Douglas Fir. 4x structural members shall be #2 Douglas Fir. 6X members shall be #1 Douglas Fir. Provide solid blocking in floor system below all bearing walls and point loads. 2X joists shall be kiln dried and stored in a dry area prior to installation. The moisture content of all wood shall be less than 15%. 4. Floor joists shall be by Boise Cascade or other approved manufacturer. Joist to be installed and braced per manufacturer's requirements. 5. Roof trusses shall be by a pre -approved manufacturer and constructed according to the specifications of the Truss Plate Institute. Truss shop drawings must be stamped by a licensed engineer and be on site at the time of construction. Preliminary truss drawings must be reviewed prior to construction. It is the truss manufacturer's responsibility to inform the engineer of record of any changes from the preliminary truss lay -out. Girder trusses to have a minimum of bearing studs equal to number of plies of truss. All girder trusses shall have Simpson HGT tie down at either end to match number of plies. Truss manufactures are responsible for all bracing of the trusses including end wall bracing and all other bracing between the building and the trusses unless specifically shown otherwise on the drawings. Contractor to coordinate bracing with engineer of record as required. Glue laminated beams shall be 24F -V8 for cantilevered or continuous beams and 24F -V4 for simple spans. (Fb = 2,400 PSI) (Fv = 190 PSI) (E = 1,800,000 PSI) (FcL = 650 PSI) 7. Continuous and cantilevered glue laminated beams shall not be cambered. AH other glue laminated beams shall be cantilevered for L/480. See the framing plans for any exceptions. 8. All manufactured lumber shall be by Boise Cascade and have the following structural properties: Versa Lam (VL) (Fb = 2,800 PSI) (Fv = 280 PSI) (E = 2,000,000 PSI) (FcL = 750 PSI) 9. Sheathing at roof and floor shall be laid with face grain perpendicular to supports and end joints staggered 4'-0" on center. Provide 1/8" space at panel edges as required by panel manufacturers. Floor sheathing shall be nailed 6" o.c. edges and 12" field with 10d's and roof sheathing shall be nailed 6" o.c. edges and 12" o.c field with 10d's unless otherwise noted on the drawings. 10. Block and nail all horizontal panel edges at designated shear walls. 11. All beams to be supported by a minimum of a solid post that matches the width of the wall and the width of the beam unless noted otherwise. A 6x beam bearing in 2x6 wall will be a 6x6. Provide solid squash blocking to match in floor system and match post size in foundation. Contact Engineer of record for any deviations. 12. All fasteners in contact with pressure treated lumber will meet the below requirements. All fasteners including nuts and washers in contract with pressure treated lumber shall be hot -dipped zinc coated galvanized steel, stainless steel, silicon bronze or copper. Fasteners other than nails, timber rivets, wood screws and lag screws shall be permitted to be of mechanically deposited zinc coated steel in accordance with ASTM B 695, Class 55 minimum. Fasteners exposed to weather must meet the requirements of the pressure treating manufacture's minimum. IN ADDITON, the contractor shall coordinate connector/fastener coating requirements with recommendations from connector/fastener manufacturer and type of pressure treating chemical and retention being used. See Section 2304.10.5 of the 2015 IBC for additional information. Hardware: All connection hardware shall be Simpson "Strong Tie". Connection hardware exposed to the weather or soil shall be treated as in steel above. CAUTION: PLACE TRUSSES PER MANUFACTURER'S RECOMMENDATIONS AND BRACE PER TRUSS COMPANY RECCOMENDATIONS. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING AND SHORING REQUIRED FOR PLACING TRUSSES. NOTE THESE DRAWINGS DO NOT INCLUDE ANY TEMPORARY SHORING OR BRACING. PRECISE ENGINEERING RECCOMENDS ALL SHORING AND BRACING BE DESIGNED AND DETAILED BY A LISENCED ENGINEER. CONTRACTOR TO FIELD VERIFY ALL CONDITIONS AND ALL ELEVATIONS. Vertical Design PPR NIP 1RV55E5 • N' OC, A5 PER I FG. 5PEG5. TTP. FFR BO JACK 15155E5 • 24' OG - A5 PER KG EFEC6. TTP. PFR NOLO MISSES • 74' OC A5 PER TVG GPE'A. ITP. MRL STD JACK MISSES • 74' OC. 45 PER ITC. SPECS. TTP. r 4,0 t'TiL BD JACK 1525055 • 24' OA r.- 45 PER tr4 SPECS TTP. -- IFR BD JACK 1I155E6 . 74' 05. A5 PER FPG SPECS. TTP. FFR FFR M070 TIG6E6 • 74' OG A5 FER FFG 5FECS TTP. rizto 10EeE5 • 74' OC. AS PER FFG SPECS. 1TP. IFR 15D JACK 1I155E5 • 2.T OL. 445 FER FFG SPECS. TTP. FFR ETD 24041RJ%E5 • 74' or. 45 FER YFf5 WECE TTP. FFR END JAM TRESES • 74. 0C 45 4522 FFG. SPECS. TIP. ROOF FRAMING PLAN © 2016 Level Design, LLC. - ALL BEAMS AND HEADERS TO BE 6X0 DP 7 AT 7X6 BEARING WALLS, UN.O, 5'-0' MAX, SPAN - ALL BEAMS AND HEADERS TO BE 4%10 DF •2 AT 7X4 BEARING WALLS, UNA, b'-0' MAX. SPAN - SHADED AREAS INDICATE OVERFRAMING, 7%5 0 74' OD, UND. - BEARING WALLS ARE INDICATED AS SHADED WALLS - PROVIDE VENTED BLOCKING AT REQUIRED TRUSS/RAFTER BAYS - ALL MANUFACTURED TRUSSES, SCALE: 1/4" =1'-0° Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 N tiIti Simple Bear I IG A W O6008d` �I gs .'1 Description : Wood Beam Design BEAM Size : Wood Species : Fb - Tension Fb -Compr Applied Loads Project Title: Engineer: Project Descr: Project ID: File C1UserslHarold100CUME 11ENERCA 110,AN25 2ECG ERCALG INC 1983 2017 Build 817:3,`.17f Ver 6,17 3.17,:,. Calculations per NOS 2015, IBC 2015, CBC; 2016, ASCE 7=10' 5.25x9.5, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - Prll 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Unif Load: D = 0.0150, S = 0.0250 klft, Trib= 22.0 ft Design Summary Max fb/Fb Ratio = 0.332 1 fb : Actual : 1,069.79 psi at 4,000 ft in Span # 1 Fb : Allowable : 3,220.00 psi Load Comb : +D+S+H Max fv/FvRatio = 0.261: 1 fv : Actual : 85.40 psi at 0.000 ft in Span # 1 Fv : Allowable : 327.75 psi Load Comb : +D+S+H Max Reactions (k) t) L Left Support 1.32 Right Support 1.32 Lr S W 2.20 2.20 Max Deflections E � H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.068 in Downward Total 0.000 in Upward Total 1413 >240 Total Defl Ratio 0.109 in 0.000 in 883 >240 Wood Beam Design BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads alculatfons per' NDS 2015, IBC 2015, CBC2016, ASCE 71 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 875.0 psi Fc - PrII 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 31.20 pcf 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx 470.0 ksi Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 22.0 ft Design Summary Max fb/Fb Ratio = 0.636. 1 fb : Actual : 640.00 psi at 2.500 ft in Span # 1 Fb : Allowable : 1,006.25 psi Load Comb ; +D+S+H Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 11Uood Beam BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 0.308: 1 60.27 psi at 4.383 ft in Span # 1 195.50 psi +D+S+H D L Lr 0.83 0.83 psi iv, s w 1.38 1.38 Max Deflections E H Downward L+Lr+S 0.031 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 1939 >240 Total Defl Ratio 0.049 in 0.000 in 1212 >240 7alculattons per:NDS 2015; !BC 2015,,CBC 2016, ASCE 7,1 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 875.0 psi Fc - PrII 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 31.20 pcf 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx 470.0 ksi Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 6.250 ft Point: D =1.650, S = 2.750 k @ 1.0 ft Design Summary Max fb/Fb Ratio = 0.930. 1 fb : Actual : 935.56 psi at 1.000 ft in Span # 1 Fb : Allowable : 1,006.25 psi Load Comb: +D+S+H Max fv/FvRatio = 0.742: 1 fv : Actual : 145.12 psi at 0.000 ft in Span # 1 Fv : Allowable : 195.50 psi Load Comb: ' +D+S+H Max Reactions (k) D L Lr S W Left Support 1.55 2.59 Right Support 0.56 0.94 Max Deflections E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.037 in Downward Total 0.000 in Upward Total 1606 >240 Total Defl Ratio 0.060 in 0.000 in 1003 >240 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Woad Beam Design Project ID: File opoi slHar6Id1009plAtippfieA ;1WN.?5 2 E06 ERCALC ;INC 1963:=2017; Build 617 317, Ver S. T31T. gig GIN. RING lNf it Calculations per NDS 2015; IBC 2016, CBC 2016, ASCE 7 10;;.: BEAM Size : Wood Species : Fb - Tension Fb - Compr 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 875.0 psi Fc - PrII 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 31.20 pcf 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx 470.0 ksi Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 6.250 ft Design Summary Max fb/Fb Ratio = 0.065. 1 fb : Actual : 65.45 psi at 1.500 ft in Span # 1 Fb : Allowable : 1,006.25 psi Load Comb: +D+S+H Max fv/FvRatio = 0.041: 1 fv : Actual : 8.00 psi at 2.380 ft in Span # 1 Fv : Allowable : 195.50 psi Load Comb: +D+S+H Max Reactions (k) D L Lr Left Support 0.14 Right Support 0.14 S W 0,23 0.23 Max Deflections E H Downward L+Lr+S 0.001 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 31609 >240 Total Defl Ratio 0.002 in 0,000 in 19755 >240 Wood Beam Deslgn` E alcutatioris per,NDS 2015`.IBC 2015, CBC 2016; ASCE 7-10` BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 6.250 ft Point: D = 3.20, S = 5.30 k @ 1.50 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) • D L Left Support 2.98 Right Support 0.98 5.25x9.5, VersaLam, FuIIy Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending - Boise Cascade , Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - Pr!! 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi 0.545 • 1,756.45 psi 3,220,00 psi +D+S+H tat 1.520 ft in Span # 1 0.708: 1 231.97 psi at 0.000 ft in Span # 1 327.75 psi +D+S+H Lr S W 4.93 1.62 Max Deflections E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.091 in Downward Total 0.000 in Upward Total 1058 >240 Total Defl Ratio 0.145 in 0.000 in 660 >240 Mood Bream Desi- afculatlons per NDS, 2015,IBC 2015, CBC 2016,'ASCE•7-10 BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 6x8, Sawn, FuIIy Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 875 psi Fc - PrII 600 psi Fv 170 psi Ebend- xx 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx Unif Load: D = 0.0150, S = 0.0250 klft, Trib= 4.90 ft Design Summary Max fb/Fb Ratio = 0.485. 1 fb : Actual : 487.86 psi at 4.625 ft in Span # 1 Fb : Allowable : 1,006.25 psi Load Comb: +D+S+H Max fv/FvRatio = 0.146: 1 fv : Actual : 28.57 psi at 8.633 ft in Span # 1 Fv : Allowable : 195.50 psi Load Comb: +D+S+H 1300 ksi Density 31.2 pcf 470 ksi Max Deflections Max Reactions (k) o L Is S W E H Downward L+Lr+S 0.081 in Downward Total 0.129 in Left Support 0,34 0.57 Upward L+Lr+S 0,000 in Upward Total 0.000 in Right Support 0.34 0.57 Live Load Defl Ratio 1375 >240 Total Defl Ratio 859 >240 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Wood Beam Design BEAM Size : Wood Species : Fb - Tension Fb -Compr Applied Loads Project ID: FRPG: 1UseroHarolOPoquME1ENERCA iTLAN25 2 EC6 NFR,CALC INC 1:983 2017 BUIId:6.17.317 Ver 6;;17 3,17 '' *4100.06' .0.1::14p4,2910; IBC.2015, CBC'2O16,.ASCE 7.10: 5.5x12, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending DF/DF Wood Grade : 24F - V4 2,400.0 psi Fc - PrII 1,650.0 psi Fv 265.0 psi Ebend- xx 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx Unif Load: D = 0.0150, S = 0.0250 klft, Trib= 5.0 ft Unif Load: D = 0.080 k/ft, Trib= 1.0 ft Unif Load: D = 0.0150, S = 0.0250 klft, Trib= 3.50 ft Design Summary Max fb/Fb Ratio = 0.457. 1 fb : Actual : 1,260.30 psi at Fb : Allowable : 2,760.00 psi Load Comb : +D+S+H Max fv/FvRatio = 0.224: 1 fv : Actual : 68.25 psi at 15,275 ft in Span # 1 Fv : Allowable : 304.75 psi Load Comb : +D+S+H Max Reactions (k) D L Left Support 1.69 Right Support 1.69 8.125 ft in Span # 1 Lr S W 1.73 1.73 1,800.0 ksi Density 31.20 pcf 950.0 ksi Max Deflections E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.235 in Downward Total 0.000 in Upward Total 829 >240 Total Defl Ratio 0.465 in 0.000 in 419 >240 alculations per NDS 2015, IBC 2015; CBC 2016, ASCE 7=10' BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 5.5x10.5, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending DF/DF Wood Grade : 24F - V4 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- xx 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 7.20 ft Design Summary Max fb/Fb Ratio = 0.502; 1 fb : Actual : 1,384.96 psi at 9.000 ft in Span # 1 Fb : Allowable : 2,760.00 psi Load Comb : +D+S+H Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.200: 1 61.04 psi at 0.000 ft in Span # 1 304.75 psi +D+S+H D L Lr 0.97 0.97 Wood Beam Desigl BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads S W 1.62 1.62 1,800.0 ksi Density 31.20 pcf 950,0 ksi Max Deflections E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.448 in Downward Total 0.000 in Upward Total 482 >240 Total Defl Ratio 0.716 in 0.000 in 301 >240 afculations per; NDS 2015, IBC 2015; CBC; 2016 'ASCE 740 5.5x9, GLB, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending DF/DF Wood Grade : 24F - V4 2400 psi Fc - PrII 1650 psi Fv 265 psi Ebend- xx 1850 psi Fc - Perp 650 psi Ft 1100 psi Eminbend - xx Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 6.250 ft Design Summary Max fb/Fb Ratio = 0.309. 1 fb : Actual : 853.54 psi at 6.500 ft in Span # 1 Fb : Allowable : 2,760.00 psi Load Comb : +D+S+H Max fv/FvRatio = 0.143: 1 fv : Actual : 43.66 psi at 12.263 ft in Span # 1 Fv : Allowable : 304.75 psi Load Comb: +D+S+H Max Reactions (k) D L- Lr Left Support 0.61 Right Support 0.61 1800 ksi Density 31.2 pcf 950 ksi Max Deflections S W E H Downward L+Lr+S 0.168 in Downward Total 0.269 in 1.02 Upward L+Lr+S 0.000 in Upward Total 0.000 in 1.02 Live Load Defl Ratio 929 >240 Total Defl Ratio 580 >240 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: BEAM Size : :{t... ,v1t, 2rY; ? r''tr`s2' Project ID: PREIli - CttlserslHaraldt00CUME4,10ERCA 10AN z2 ERCALC 1101219832o, ulld a ...3c1,7,,,Ver . 1;7,• :;;Pc ,'T`: ; f 4arnI ` c�tse_. BREcISE ENQINEERINGANC. ,a..;;,,A.A.„..:n.:.�...t......L :: •':. i• - * 'rgA:MO.didiiIiii6iii pin. NDS`2015lBC'2015” CBC:2 16"''ASCE:'7 6x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 875.0 psi Fc - PrII 600.0 psi Fv 170.0 psi Ebend- xx 875.0 psi Fc - Perp 625.0 psi • Ft 425.0 psi Eminbend - xx Wood Species : Fb - Tension Fb - Compr Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 6.250 ft Design Summary Max tb/Fb Ratio = 0.407. 1 fb : Actual : 409.09 psi at 3.750 ft in Span # 1 Fb : Allowable : 1,006.25 psi Load Comb : +D+S+H Max fv/FvRatio = 0.146: 1 fv : Actual : 28.64 psi at 6.900 ft in Span # 1 Fv : Allowable : 195.50 psi Load Comb : +D+S+H Max Reactions (k) D L Lr Left Support 0.35 Right Support 0.35 1,300.0 ksi Density 31.20 pcf 470.0 ksi Max Deflections S w E H Downward L+Lr+S 0.59 Upward L+Lr+S 0.59 Live Load Defl Ratio 0.044 in Downward Total 0.000 in Upward Total 2022 >240 Total Defl Ratio 0.071 in 0.000 in 1264 >240 13„ z iz 4 6 6 911. 1 -7; SnAl P. 1I" =11-11° c Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: iLic ,060geU Description : uPPER FLOOR FRAMING Wood Bean Design,: A BEAM Size : 5.25x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Boise Cascade Wood Grade : Versa Lam 2.0 2800 West Fb - Tension 2,800.0 psi Fc - Pr!' 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Applied Loads Unif Load: D = 0.0150, S = 0.0250 kilt, Trib= 25.0 ft Unif Load: D = 0.080 It/ft, Trib= 1.0 ft Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 2.0 ft Project ID: Flie C 104drptl•IarbidIDOCUMEAKA NFOIpl AN25t405r ERCALC INC .1983-2017 Build 617 3` 1:7 Ver 6173tir-- ,;NCaINBERING INGLL„ Calculations per NDS 2015,IBC 2015, CBG, 2016 ASCE 7-10;; Design Summary Max fb/Fb Ratio fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.611 1 1,967.64 psi at 6.000 ft in Span # 1 3,220.00 psi +D+S+H 0.416: 1 136.30 psi at 11.040 ft in Span # 1 327.75 psi +D+S+H D L Lr 2.99 0.48 2.99 0.48 Wood Beam Design s W 315 3.75 Max Deflections H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.200 in Downward Total 0.360 in 0.000 in Upward Total 0.000 in 719 >360 Total Defl Ratio 400 >360 Calculations per NDS 2015 IBC 2015, CBC 2016, ASCE 7=10;', BEAM Size : 6x10, Sawn, FuIIy Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension 875 psi Fc - Prll 600 psi Fv 170 psi Ebend- xx Fb - Compr 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx Applied Loads Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 8.0 ft Design Summary Max fb/Fb Ratio = 0.658. 1 fb : Actual : 575,56 psi at 4.000 ft in Span # 1 Fb : Allowable :. 875.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.270: 1 fv : Actual : 45.95 psi at 0.000 ft in Span # 1 Fv : Allowable : 170.00 psi Load Comb: +D+L+H Max Reactions (k) o L Left Support 0.70 1.28 Right Support 0.70 1.28 ood.Beaim Deslig BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 1300 ksi Density 31.2 pcf 470 ksi Max Deflections Lr S W E H Downward L+Lr+S ' Upward L+Lr+S Live Load Defl Ratio 0.058 in Downward Total 0.000 in Upward Total 1654 >360 Total Defl Ratio 0.090 in 0.000 in 1067 >360 aiculattons.'per NDS 2015;, IBC 2015, CBC,::2016,_ASCE 7 10".;' 5.25x9.5, VersaLam, FuIIy Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - PrII 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Unif Load: D = 0.0150, S = 0.0250 k/ft, 5.250 ft to 8.0 ft, Trib= 22.0 ft Unif Load: D = 0.0150, S = 0.0250 k/ft, 0.0 to 5.250 ft, Trib= 6.250 ft Unif Load: D = 0.080 k/ft, 0.0 to 8.0 ft, Trib= 1.0 ft Unif Load: D = 0.0220, L = 0.040 kilt, Trib= 8.0 ft Point: D =1.650, S = 2.750 k @ 5.250 ft Design Summary Max fb/Fb Ratio = 0.620; 1 fb : Actual : 1,997.63 psi at 5.253 ft in Span # 1 Fb : Allowable : 3,220.00 psi • Load Comb: +D+S+H Max fv/FvRatio = 0.506: 1 fv : Actual : 165,92 psi at 7.227 ft in Span # 1 Fv : Allowable : 327.75 psi Load Comb : +D+0.750L+0.750S+H Max Deflections Max Reactions (k) g L Lr S w E H Downward L+Lr+S 0.092 in Downward Total 0.185 in Left Support 2.08 1.28 1.76 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 3.02 1.28 3.33 Live Load Defl Ratio 1048 >360 Total Defl Ratio 520 >360 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Project ID: Mu{tlple Sfl Wood Beam: Design: File C 1UserslH.SfaldID000.ME 11ENERGA 11PLAN25 2 EC6 NERCALG INC ,1983 2Q17 Bulid B 17.3:17, Veri6 17 3 171?r Calculations per NDS 2015, IBC 2015, CBC2016, ASCE 7-10> BEAM Size : Wood Species : Fb - Tension Fb -Compr Applied Loads 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 875.0 psi Fc - Frit 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 31.20 pcf 875.0 psi Fc - Perp 625,0 psi Ft 425.0 psi Eminbend - xx 470.0 ksi Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 1.333 ft Unif Load: D = 0.080 k/ft, Trib= 1.0 ft Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 22.0 ft Design Summary Max fb/Fb Ratio = 0.642. 1 fb : Actual : 645.77 psi at 3.000 ft in Span # 1 Fb : Allowable : 1,006.25 psi Load Comb : +D+S+H Max fv/FvRatio = 0.323: 1 fv : Actual : 63.05 psi at 5.220 ft in Span # 1 Fv : Allowable : 195.50 psi , Load Comb : +D+S+H Max Reactions (k) D L Lr S W Left Support 1.32 0.16 1.65 Right Support 1.32 0.16 1.65 Max Deflections E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.032 in Downward Total 0.000 in Upward Total 2281 >240 Total Defl Ratio 0.057 in 0.000 in 1268 >240 Wood Beam Design E Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 710 BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 5.25x9.5, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - Prll 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Unif Load: D = 0.0220, L = 0,040 k/ft, Trib= 1.333 ft Unif Load: D = 0.080 k/ft, Trib= 1.0 ft Unif Load: D = 0.0150, S = 0.0250 klft, Trib= 6.250 ft Point: D=1.50, S=2.50k@ 1.0 ft Design Summary Max fb/Fb Ratio = 0.200. 1 fb : Actual : 643.61 psi at 1.140 ft Fb : Allowable : 3,220.00 psi Load Comb : +D+S+H Max fv/FvRatio = 0.379: 1 fv : Actual : 124.24 psi at 0.000 ft Fv : Allowable : 327.75 psi Load Comb : +D+S+H Max Reactions (k) 2 L Lr Left Support 1.86 0.16 Right Support 0.86 0.16 in Span # 1 in Span # 1 s w 2.55 0.89 D 0.09 3 .1563 .05352) 6.0 ft, 5.25x9.5 Max Deflections E H Downward L+Lr+S 0.019 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 3819 >360 Total Defl Ratio 0.034 in 0.000 in 2093 >360 Wood Bam: Desig Calculations per NDS 2015, IBC2015, CBC 2016, ASCE 7'10 BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 3.5x11.875, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - Prll 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Unif Load: D = 0.0220, L = 0.040 klft, Trib= 10.330 ft Design Summary Max fb/Fb Ratio = 0.417. 1 fb : Actual : 1,166.90 psf at 5.000 ft in Span # 1 Fb : Allowable : 2,800.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.327: 1 fv : Actual : 93.19 psi at 9.033 ft in Span # 1 Fv : Allowable :, 285.00 psi Load Comb : +D+L+H Max Reactions (k) o L Lr s w E Left Support 1.14 2.07 Right Support 1.14 2.07 Max Deflections H Downward L+Lr+S 0.096 in Downward Total 0.148 in Upward L+Lr+S 0.000 In Upward Total 0.000 in Live Load Defl Ratio 1255 >360 Total Defl Ratio 810 >360 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: 1Nood Beam Design Project ID: 0§ 0000f.slH '010\pOCtimH NERCAiIIPLAN25 2 c§b NERCALC;INC,1983-'2017 Bu(Id 617 3.1:7, Ver 6`17 317? Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 710.= BEAM Size : Wood Species : . Fb - Tension Fb -Compr Applied Loads 1.75x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2800 psi Fc - Prll 3000 psi Fv 285 psi Ebend- xx 2000 ksi Density 41.75 pcf 2800 psi Fc - Perp 750 psi Ft 1950 psi Eminbend - xx 530120482 ksi Unif Load: D = 0.0220, L = 0.040 klft, Trib= 5,670 ft Design Summary Max fb/Fb Ratio = 0.073. 1 fb : Actual : 204.96 psi at 2.000 ft in Span # 1 Fb : Allowable : 2,800.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.090: 1 fv : Actual : 25.70 psi at 0.000 ft in Span # 1 Fv : Allowable : 285.00 psi Load Comb : +D+L+H Max Deflections S W E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio Max Reactions (k) D L Lr Left Support 0.25 0.45 Right Support 0.25 0.45 0.003 in Downward Total 0.000 in Upward Total 17873 >360 Total Defl Ratio 0.004 in 0.000 in 11531 >360 ' Wood Beam Design, H Calculations per NDS 2015IBC 2015, CBC 2016, ASCE 710; BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 3.5x11.875, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - PrII 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi Ft '1,950.0 psi Eminbend - xx 1,036.83 ksi I • Unif Load: D = 0.0220, L = 0.040 klft, 0.0 ft to 7.0 ft, Trib= 4.0 ft Unif Load: D = 0.0220, L = 0.040 klft, Trib= 0.670 ft Unif Load: D = 0.080 k/ft, Trib= 1.0 ft Point: D = 0.250, L = 0.450 k @ 7.0 ft Desiqn Summary Max fb/Fb Ratio = 0.575. 1 fb : Actual : 1,610.94 psf at 7.000 ft in Span # 1 Fb : Allowable : 2,800.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.320: 1 fv : Actual : 91.18 psi at 0.000 ft in Span # 1 Fv : Allowable : 285.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E Left Support 1.47 1.40 Right Support 1.05 0.64 r ""trttb iiV$ ilozosol oto otloo� Lto oo) 17.50 ft, 3.5x11.875 A. ax Deflections H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.263 in Downward Total 0.581 in 0.000 in Upward Total 0.000 in 798 >240 Total Defl Ratio 361 >240 WoodBeam Desrg aiculations per NDS 2015; IBC 20.15, CBC: 2016, ASCE 71( BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 1.75x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - Prll 3,000.0 psi Fv ' 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi , Ft ' 1,950.0 psi Eminbend xx 1,036.83 ksi Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 8.250 ft Design Summary Max fb/Fb Ratio = 0.240. 1 fb : Actual : 671.00 psi at 3.000 ft in Span # 1 Fb : Allowable : 2,800.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.262: 1 fv : Actual : 74.55 psi at 5.020 ft in Span # 1 Fv : Allowable : 285.00 psi Load Comb : +D+L+H Max Reactions (k) D L Lr S w E Left Support 0,54 0.99 Right Support 0.54 0.99 Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 6.00, 1.75,11.675 0.020 in Downward Total 0.031 in 0.000 in Upward Total 0.000 in 3639 >360 Total Defl Ratio 2348 >360 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Multi Project Title: Engineer; Project Descr: 'Wood; Beam; Design i Project ID: Flle .,C1UseOlOroldoocpNiE 11NERCA 1Torl?6 2,6C6 NERCALC INC 1983 2017 Bulld 6 17 3;`17 Ver 6;;17.3,17 °;' Lt"ViAliV Calculationsper. NDS`2015, IBC 2015, CBC2016, ASCE 7.10 BEAM Size : •1.75x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Boise Cascade Wood Grade : Versa Lam 2.0 2800 West Fb - Tension 2800 psi Fc - Pril 3000 psi Fv 285 psi Ebend- xx 2000 ksi Density 41.75 pcf Fb - Compr 2800 psi Fc - Perp 750 psi Ft 1950 psi Eminbend - xx 530120482 ksi Applied Loads Unif Load: D = 0.0220, L = 0.040 klft, Trib= 6.50 ft Design Summary Max fb/Fb Ratio fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.189. 1 528.66 psi at 2,800.00 psi +D+L+H 0.206: 1 58.73 psi at 285.00 psi +D+L+H D L Lr 0.43 0.78 • 3.000 ft in Span # 1 5.020 ft in Span # 1 Max Deflections S W E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.016 in Downward Total 0.000 in Upward Total 4619 >360 Total Defl Ratio 0.024 in 0.000 in 2980 >360 Wood Beatil Design : K Calculations per NDS 2015, IBC 2015 CBC 2016' ASCE 7-10 BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 3.5x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - PrIl 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 28.0 ft Unif Load: D = 0.080 k/ft, Trib= 1.0 ft Unif Load: D = 0.0220, L = 0.040 klft, Trib= 2.50 ft Design Summary Max fb/Fb Ratio = 0.294. 1 fb : Actual : 823.17 psi at 3.000 ft in Span # 1 Fb : Allowable : 2,800.00 psi Load Comb : +D+S+H Max fv/FvRatio = 0.321: 1 fv : Actual : 91.45 psi at 5.020 ft in Span # 1 Fv : Allowable : 285.00 psi Load Comb : +D+S+H Max Reactions (k) P L Lr Left Support 1.67 0.30 Right Support 1.67 0.30 Odd Beam; Design L S W 2.10 2.10 Dffi Wag) 6,0 0, 3,5x11.575 Max Deflections E H • Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.021 in Downward Total 0.000 in Upward Total 3431 >360 Total Defl Ratio 0.038 in 0.000 in 1914 >360 Calculations per NDS 2015, IBC 2015, CBC 2016 ASCE 7-10 BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 3.5x11.875, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi ' Fc - Pr!! 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 6,50 ft Unif Load: D = 0.080 k/ft, TO= 1.0 ft Unif Load: D = 0,0220, L = 0.040 kilt, Trib= 3.50 ft Design Summary Max fb/Fb Ratio = 0.396; 1 fb : Actual : 1,110.02 psi at 5.625 ft Fb : Allowable : 2,800.00 psi Load Comb : +D+0.750L+0.7505+H Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : in Span # 1 0.283: 1 80,75 psi at 10.275 ft in Span # 1 285.00 psi +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S Left Support 1.43 0.79 0.91 Upward L+Lr+S Right Support 1.43 0.79 0.91 Live Load Defl Ratio 0.060 in Downward Total 0.178 in 0.000 in Upward Total 0.000 in 2242 >360 Total Defl Ratio 757 >360 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: :Lich'#llli'OGQ08',Q91f, ,.- Project ID: File C1UserslHar9idIDOCUME,,IENERCA--1\PLAN252,EC6 NESCALC,`INC 1983-2017 Bii7d 617 3'i7, Ver 8.17 317f. Description : uPPER FLOOR FRAMING CONT Calculations per NDS 2015 IBC 2015, CBG"2016; ASCE 710:;:: BEAM Size : Wood Species : Fb - Tension Fb -Compr Applied Loads 3.5x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - Pr!! 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 6.250 ft Unif Load: D = 0.0150, S = 0,0250 k/ft, Trib= 3.0 ft Unif Load: D = 0.080 k/ft, Trib= 1.0 ft Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 0.670 ft Point: D = 1.0, S= 1.60 k @ 7.250 ft Design Summary Max fb/Fb Ratio = 0.328 1 fb : Actual : 1,057.54 psi at 5.580 ft in Span # 1 Fb : Allowable : 3,220.00 psi Load Comb : +D+S+H Max fv/FvRatio = 0.412: 1 fv : Actual : 134.91 psi at 8.040 ft in Span # 1 Fv : Allowable : 327.75 psi Load Comb: +D+S+H Max Reactions (k) o L Left Support 1.25 0.12 Right Support 1.86 0.12 Lr S W 1.35 2.33 Max Deflections E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.059 in • Downward Total 0.000 in Upward Total 1825 >360 Total Defl Ratio 0.110 in 0.000 in 985 >360 Wood Beam Design; BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads • Calculations per NDS 2015, IBC 2015, CBC 2016; ASCE 710;= 3.5x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - Prll 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 6.250 ft Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 3.0 ft Unif Load: D = 0.080 k/ft, Trib= 1.0 ft Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 0.670 ft Point: D = 3.0, 5= 4.90 k @ 6.50 ft Design Summary Max fb/Fb Ratio = 0.815. 1 fb : Actual : 2,625.75 psi at 6,480 ft in Span # 1 Fb : Allowable : 3,220.00 psi Load Comb : +D+S+H Max fv/FvRatio = 0.809: 1 fv : Actual : 265.18 psi at 8.040 ft in Span # 1 Fv : Allowable : 327.75 psi Load Comb : +D+S+H Max Reactions (k) 2 L Left Support 1.88 0.12 Right Support 3.22 0.12 Woo& Bean` D4Sr- Lr S W 2.40 4.58 Max Deflections E h Downward L+Lr+S • Upward L+Lr+S Live Load Defl Ratio 0.135 in Downward Total 0.000 in Upward Total 800 >360 Total Defl Ratio 0.231 in 0.000 in 466 >360 a1culations per NDS 2015;: IBC 2018 CBC "2016,, ASCE 7 10'` BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads Unif Load: D = 0.0220, L = 0.040 k/ft, 5.750 ft to 11.50 ft, Trib= 4.50 ft Unif Load: D = 0.0150, S = 0,0250 k/ft, 5.750 to 11.50 ft, Trib= 7.0 ft Unif Load: D = 0.0850 k/ft, 5.750 to 11.50 ft, Trib= 1.0 ft Point: D=3,220, L=0.120, S = 4,580 k @ 5.750 ft 5.25x11.875, VersaLam, Fully tJnbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - Pr!! 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Project ID: F07`C.\UserslH2riiIdID000ME 11ENERCA i1PLAN25 2„ NERCALC INC 1983=2017, Bulld 817 3;17 Ver t?Z,' Design Summary Max fb/Fb Ratio , fb : Actual : Fb : Allowable : Load Comb : ,. Max fv/FvRatio = fv : Actual : Fv : Allowable Load Comb : Max Reactions (k) Left Support Right Support 0.793. 1 2,553.91 psi at 5.750 ft in Span # 1 3,220.00 psi +D+S+H 0.401: 1 • -131.28 psi at 10.542 ft in Span # 1 ' 327.75 psi +D+S+H Max Deflections Lr S W E H Downward L+Lr+S 2.54 Upward L+Lr+S 3.04 Live Load Defl Ratio D L 2.03 0.32 2.86 0.84 0.196 in Downward Total 0.000 in Upward Total 705 >360 Total Defy Ratio 0.356 in 0.000 in ' 388 >360 Wood Beam Design : P Calculations per NDS 2015, IBC; 2015, CBC 2016 ASCE 7-10', BEAM Size : 1.75x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Boise Cascade Wood Grade : Versa Lam 2.0 2800 West Fb - Tension 2,800,0 psi Fc - PM 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density , 41.750 pcf Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Applied Loads - Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 0.750 ft , Unif Load: D = 0.080 k/ft, Trib= 1.0 ft • Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 6.10 ft . - - Design Summary Max fb/Fb Ratio = 0.348. 1 fb : Actual : 1,119.79 psi at 4.750 ft in Span # 1 Fb : Allowable : 3,220.00 psi Load Comb: +D+S+H Max fv/FvRatio = 0.282: 1 fv : Actual : 92.58 psi at 0.000 ft in Span # 1 Fv : Allowable : 327.75 psi Load Comb: +D+S+H 4f r Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S Left Support 0.89 0.14 0.72 Upward L+Lr+S Right Support 0.89 0.14 0.72 Live Load Defl Ratio 0.057 in Downward Total 0.000 in Upward Total 1984 >360 Total Defl Ratio 0.128 in 0.000 in 888 >360 Wood Beam Design Q . . BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads Calculations per NDS2015, IBC 2015; CBC 2016, ASCE 7-10`? 1.75x11.875, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - PrII 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Unif Load: 0 = 0.080 k/ft, 0.0 ft to 1.50 ft, Trib= 1.0 ft Point: D = 0.890, L = 0.140, S = 0.720 k @ 1.50 ft Design Summary Max fb/Fb Ratio = 0.113. 1 fb : Actual : 365.12 psi at 1.500 ft in Span # 1 Fb : Allowable : 3,220.00 psi Load Comb: +D+S+H Max fv/FvRatio = 0.184: fv : Actual : 60.25 psi Fv : Allowable : 327.75 psi Load Comb: +D+S+H Max Reactions (k) D L Lr S Left Support 0.54 0.07 Right Support 0.48 0.07 1 at 1.510 ft in Span # 1 0.36 0.36 Max Deflections E H Downward L+Lr+S 0.001 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 25030 >360 Total Defl Ratio 0.003 in 0.000 in 10694 >360 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Wood Beam Deslgll BEAM Size : Project ID: Vere Flle C; IUserslHarddlDOCUMFitENEFtgki3 LAN5`•CB: , INC 1983.2017 Bulj 617 317, 17 317 NERCALC E.0.1S tit :INEERINGr Calculations per NDS 2015, IBC 2015, CBC' 2016, ASCE 7 10';' 1.75x11.875, VersaLam, Fully Braced . Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Boise Cascade Wood Grade : Versa Lam 2.0 2800 West Fb - Tension 2,800.0 psi Fc - PrII 3,000,0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density • 41.750 pcf Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx .1,036.83 ksi Applied Loads Unif Load: D = 0.0220, L = 0.040 klft, Trib= 2.250 ft Unif Load: D = 0.0220, L = 0.040 kift, 0.0 to 6.0 ft, Trib= 2.0 ft , Unif Load: D = 0.080 klft, Trib= 1.0 ft Design Summary - Max fb/Fb Ratio = 0.463 1 fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support 0.90 0.84 Right Support 0.78 0.63 1,297.05 psi at 2,800.00 psi +D+L+H 0.357: 1 101,61 psi at 285.00 psi +D+L+H D L Lr 5.097 ft in Span # 1 0.000 ft in Span # 1 1', Max Deflections S W E H Downward L+Lr+S • 0.092 in Downward Total 0.197 in Upward L+Lr+S . 0.000 in Upward Total - • 0.000 in Live Load Defl Ratio . 1434 >360 Total Defl Ratio F 670 >360 • • i� Y J i t: ; 0, i iirbam :.:.: D 0.080 0:648 090 ."U 4 >d .. m'i,v2'E''�•.i^.e .eRr,w.n �..� ,•'moo. -+.R' ,,,, ...r, �y 11.0 ft, 1.75x11.875 Max Deflections S W E H Downward L+Lr+S • 0.092 in Downward Total 0.197 in Upward L+Lr+S . 0.000 in Upward Total - • 0.000 in Live Load Defl Ratio . 1434 >360 Total Defl Ratio F 670 >360 • • i� Y J i t: ; Precise Eningeering Inc 101.1 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Project ID: :+P 3216T 6008- le:=G IUs 1Hao d b0 W . . E ets I 1 C E; N. RCA71jPLAN25-;,EC6 if,! ENERCALC' INC 1983 2017 Build 6,17 317, Ver.617 3`17; • icensee3 RRECISt nENGINEEFI NG1 Description : T '0,"REFERENc Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade : Boise Cascade Versa Lam 2.0 2800 West Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling piled; Loa D(3.74) L(0.21) 5(..)198 ,L(0.364, i 7x11.875 Span = 12.0 ft 2,800.0 psi 2,800.0 psi 3,000.0 psi 750.0 psi 285.0 psi 1,950.0 psi Density E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend - xx 1,036.83 ksi • ' D(0.198) L(0.36) 7x11.875 Span = 19.250 ft 41.750 pcf Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Point Load : D = 3.740, L = 0.240, S = 4.730 k an, 6.0 ft, (N and M) Uniform Load : 0 = 0.0220, L = 0.040 ksf, Extent = 6.0 -» 12.0 ft, Tributary Width = 9,0 ft Load for Span Number 2 Uniform Load : D = 0.0220, L = 0.040 ksf, Tributary Width = 9.0 ft ylk �.yi .`J:.]�:i\.��.'L'�i .1'. i Cj: �:.i•1: SIGN>: SUMMAR;Y.x..,�:. :.:::;::;: ,... " ... Maximum Bending Stress Ratio = 0.560 1 Section used for this span 7x11.875 fb : Actual = 1,569.07psi FB : Allowable = 2,800.00psi Load Combination +D+L+H Location of maximum on span = 12.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Max__inumtiForces;&'.`Stresse'sfor Load,i Max Stress Ratios Span # M V Load Combination Segment Length +0+H Length = 12.0 ft Length =19.250 ft +D+L+H Length = 12.0 ft Length =19.250 ft +D+Lr+H Length =12.0 ft 0.331 in -0.087 In 0.451 in -0.034 in Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio Ratio = Ratio= ambiri:atoris�t 698 >=360 2653 >=360 512 >=360. 6728 >=360. Desi o`nFOK' 0.396: 1 7x11.875 129.92 psi = 327.75 psi +D+0.750L+0.750S+H 11.061 ft = Span # 1 Cd CFN CI Cr 1 0.279 0.238 0.90 1.000 2 0.279 0.238 0.90 1.000 1.000 1 0.560 0,377 1.00 1.000 2 0.560 0.377 1.00 1.000 1.000 1 0.201 0.171 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1,00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values Shear Values C t" C L M fb F'b V fv F'v 0.00 0.00 0.00 0.00 1.00 1.00 9.65 703.34 2520.00 3.38 60.96 256.50 1.00 1.00 9.65 703.34 2520.00 2.22 60.96 256,50 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 21.53 1,569.07 2800.00 5.95 107.31 285.00 1.00 1.00 21.53 1,569.07 2800.00 5.95 107,31 285.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 9.65 703,34 3500.00 3.38 60.96 356.25 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Project ID: le ; CAUseie, HaroldlDOCUME-IIENERCA .IIPLAN25-2 ECfi,' ENERCALC, lit:19831201T St ild 617;317, Ver 6.17 317 Description : Load Combination Max Stress Ratios Moment Values Segment Length Span # M V C d C FN Ci Cr Cm C t C L • M fb F'b Shear Values V fv F'v Length =19.250 ft 2 0.201 0.171 +D+S+H Length = 12.0 ft 1 0.457 0.335 Length =19.250 ft 2 0.311 0,335 +D+0.750Lr+0.750L+H Length = 12.0 ft 1 0.386 0,262 Length =19.250 ft 2 0.386 0,,262 +D+0.750L+0,750S+H Length = 12.0 ft 1 .0,489 0.396 Length =19.250 ft 2 0.489 0.396 +D+0.60W+H Length =12.0 ft 1 0.157 0.134 Length =19.250 ft 2 0.157 0.134 +D+0.70E+H Length =12.0 ft 1 0.157 0.134 Length =19.250 ft 2 ` 0.157 0,134 +D+0.750Lr+0.750L+0.450W+H Length = 12.0 ft 1 0.302 0.205 Length =19.250 ft 2 0.302 0.205 +D+0.750L+0.750S+0.450W+H Length = 12.0 ft 1 0.352 0.285 Length =19.250 ft 2 0,352 0.285 +D+0.750L+0.750S+0,5250E+H Length = 12.0 ft 1 0.352 0.285 Length =19.250 ft 2 0.352 0.285 +O.60D+O.60W+0.60H Length =12.0 ft 1 0.094 0.080 Length =19.250 ft 2 0.094 0.080 +0.60D+0.70E+0.60H Length = 12.0 ft 1 0.094 0.080 Length =19.250 ft 2 0,094 0,080 Overall, Maximum Deflections ... 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1,000 1.00 1.00 1.00 1.00 1.00 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.25 1,000 , 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.15 1,000 1.00 1.00 1.00 1.00 1.00 1,000 1.00 1.00 1.00 1.00 1.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1,000 1,00 1.00 1.00 1.00 1.00 1.60 1.000 1.00_ 1.00 1.00 1.00 1.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1,00 1.00 1.60 1.000 1.00 1,00 1.00 1.00 1,00 1.60 •1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1,00 1.00 1.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.60 1.000 1,00 1.00 1.00 1.00 1,00 1.000 1.00 1.00 1,00 1.00 1,00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.60 1.000 1.00 1.00 1,00 1.00 1.00 1.000 1.00 1.00 1.00 1,00 1.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.60 1.000 1.00 1.00 1.00 1,00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.60 1.000 1.00 '1.00 1.00 1.00 1.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.65 703,34 , 3500.00 , 2.22 60.96 356.25 0.00 0.00 0,00 0.00 20.21 1,472.86 3220.00 6.08 109.76 327.75 13.74 1,001.17. 3220.00 2.43 109.76 327.75 0.00 0.00 0.00 0,00 18.56 1,352,64 3500,00 5.17 93.32 356.25 18.56 1,352.64 3500.00 5.02 93,32 356.25 0.00 0.00 0.00 0.00 21.63 1,576.01 ' 3220.00 7.20 129.92 327.75 21.63 1,576.01 3220.00 :5.17 129.92 327.75 0.00 0.00 0.00 0.00 9.65 703.34 4480.00 3.38 60.96 456.00 9.65 703.34 4480.00 2.22 60.96 456.00 0.00 0.00 0.00 0.00 9.65 703.34 4480.00 3.38 60.96 456.00 9.65 703.34 4480.00 2.22 60.96 456.00 0.00 0.00 0.00 0.00 18.56 1,352.64 4480.00 5.17 93.32 456.00 18.56 1,352.64 4480,00 5.02 93.32 456,00 0.00 0,00 0.00 0.00 21.63 1,576,01 4480.00 7.20 129.92 456.00 21.63 1,576.01 4480.00 5.17 129.92 456.00 0.00 0.00 0.00 0.00 21.63 1,576.01 4480.00 7.20 129.92 456.00 21.63 1,576.01 4480.00 5.17 129.92 456.00 0.00 0.00 0.00 0.00 5.79 422.00 4480.00 2.03 36.57 456.00 5.79 422.00 4480.00 1.33 36.57 456.00 0.00 0.00 0.00 0.00 • 5.79 422,00 4480.00 2.03 36.57 456.00 5.79 422,00 4480.00 1.33 36.57 456.00 Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H +D+L+H VE rtica1 Reactions '12 0.1862 0,4507 5.698 0.0000 10.754 r 0.0000 Support notation : Far left is #1 ; Values in KIPS 0.000 0.000 Load Combination Support 1 Support 2 Support 3 Overall MAXimum Overall MINimum +0+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0,750L+0,750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0,750L+0,750S+0,450W+H +D+0.750L+0,750S+0.5250E+H +0.60D+0.60W+0.60H +0,60D+0.70E+0,60H D Only Lr Only L Only S Only W Only E Only 3.387 -0.330 1.363 1.033 1.363 3.387 = 1.115 2.634 1.363 1.363 1.115 2.634 2.634 0,818 0.818 1.363 13.270 2.918 5.972 12.784 5.972 8.890 11.081 13.270 5.972 5.972 11.081 13.270 13.270 3.583 3.583 5.972 4.252 -0.212 1.404 4.252 1.404 1.192 3.540 3.381 1.404 1.404 3.540 3.381 3,381 0.843 0.843 1.404 -0.330 ' 6.812 2.848 2.024 2.918 -0.212 " Precise Eningeering Inc 101.1 Mellen Street Centralia, WA 98531 (360) 736-1137 i?. Project Title: Engineer: Project Descr: .r•V,60;4 07,1..y�d'rf;45, Description : Vertical, Reactiol F,< Load Combination 4„s±4'''u•'l<< FI Support notation : Far left is #1 Support 1 Support 2 Support 3 Project ID: C\UserSlNarold\DO00ME 11ENERCA 11P1AN25 2EC6 NERCALCINC 1983-2017,8ui1d:6,17317,Ver6173.', iE16. nsk6.4—P;2 G1Wig. GINEERING tN Values In KIPS H Only Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer Project Descr: Project ID: Description : CODE REFERENCES le ca cfr,4\Haro d\pppUM 11ENERCA?11PLAN25 2 EC6 ENERCALC INC, 1983.2(117 Qulld 8:17;3 f 71 Ver,617,317 g,ENGINEERI : GE. Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination 'ASCE 7-10 Wood Species Wood Grade Beam Bracing : Boise Cascade Fb - Tension Fb - Compr Fc - Prli Fc - Perp Versa Lam 2.0 2800 West Fv Ft : Beam is Fully Braced against lateral -torsional buckling 0(0.08) + + + D(0.099) 1(0.181+ + +0(0.09)iS(0.15)+ D(0105 0(0.08) + + D(0.48) 1(0 07) S(0.30) 2,800.0 psi 2,800.0 psi 3,000.0 psi 750.0 psi 285.0 psi 1,950.0 psi O (0.022 L(0.04) 9 9 + E : Modulus of Elasticity Ebend- xx 2,000.0ksi Eminbend - xx 1,036.83 ksi Density + 9 D(9) 9 9 + 9 D(0.09 +5(0.152 D (0.099) L(0.18) D(0.48)1(0.007) 5(0.36) Span =6.00 Applied Loads Span = 19.50 8 41.750 pcf Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0,080 , Tributary Width = 1.0 ft, (wall) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 7,0 ft, (roof) Uniform Load : D = 0.0220, L = 0.040 ksf, Tributary Width = 4.50 ft Load for Span Number 2 Point Load : D = 0.480, L = 0.070, S = 0.360 k 0, 5.0 ft Point Load : D = 0.480, L = 0.070, S = 0.360 k @14.50 ft Uniform Load : D = 0.0220, L = 0.040 ksf, Tributary Width = 4.50 ft Uniform Load : D = 0.0220, L = 0.040 ksf, Extent = 5.0 -» 14.50 ft, Tributary Width =1.0 ft Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -» 5.0 ft, Tributary Width = 6.0 ft Uniform Load ; D = 0.0150, S = 0.0250 ksf, Extent = 14.50 -» 19.50 ft, Tributary Width = 6.0 ft Uniform Load : D = 0.080 klft, Extent = 0.0 -» 5.0 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.080 klft, Extent = 14.50 -» 19.50 ft, Tributary Width = 1,0 ft 'DESIGN SUMMARY __ _ (Maximum Bending Stress Ratio Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.43U 1 7x11.875 1,203.61 psi 2,800.00psi +D+L+H 6.000ft Span # 1 Maximum Shear Stress Ratio = 0.305: 1 Section used for this span 7x11.875 fv : Actual = 86.97 psi Fv : Allowable = 285.00 psi Load Combination +D+L+H Location of maximum on span = 6.000ft Span # where maximum occurs = Span # 1 0.195 in Ratio = -0.014 in Ratio = 0.394 in Ratio = -0.027 in Ratio = Maximum Forces 84 Stresses for Load Combinations 1202 >=360 5200 >=360 594 >=360. 2641 >=360. Precise Eningeering Inc 101.1 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Project ID: t3ea 6:0080:911CR -tar e hC IUserslHarold1000UME 411ENERCA 11PLAN25 2 EC6 ENERCALCINC 1983, 2017, Build 6:17 1 Ver;$17317:' Description : Load Combination Segment Length U Max Stress Ratios Span # M V Cd CFN Ci Ct Moment Values Shear Values M fb F'b V fv F'v +D+Fl 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.246 0.181 0.90 1.000 1.00 1.00 1.00 1.00 1.00 8.51 619.84 2520.00 2.57 46.40 256.50 Length =19.50 ft 2 0.246 0.181 0.90 1.000 1.00 1.00 1.00 1.00 1.00 8.51 619.84 2520.00 2.57 46.40 256.50 +D+L+H 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.430 0.305 1,00 1.000 1.00 1.00 1.00 1.00 1.00 16.52 1,203.61 2800.00 4.82 86.97 285.00 Length =19.50 ft 2 0.430 0.305 1.00 1.000 1.00 1.00 1.00 1.00 1.00 16.52 1,203.61 2800.00 4.82 86.97 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.177 0.130 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.51 619.84 3500.00 2.57 46.40 356.25 Length =19.50 ft 2 0.177 0.130 1.25 1.000 1.00 1.00 1.00 1,00 1.00 8.51 619.84 3500.00 2.57 46.40 356.25 +D+S4I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length = 6.0 ft 1 0.272 0.204 1.15 1.000 1.00 1.00 1.00 1.00 1.00 12.01 875.19 3220.00 3.71 67.01 327.75 Length =19.50 ft 2 0.272 0.204 1.15 1,000 1.00 1.00 1.00 1.00 1.00 12.01 875,19 3220.00 3.71 67.01 327.75 +D+0.750Lr+0.750L+FI 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.302 0.216 1.25 1,000 1.00 1.00 1.00 1.00 1.00 14.51 1,057.67 3500.00 4.26 76.82 356.25 Length = 19.50 ft 2 0.302 0.216 1.25 1.000 1.00 1.00 1.00 1.00 1.00 14.51 1,057.67 3500.00 4.26 76.82 356.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.388 0.282 1.15 1.000 1.00 1.00 1.00 1.00 1.00 17.14 1,249.17 3220.00 5.12 92.28 327.75 Length = 19.50 ft 2 0.388 0.282 1.15 1.000 1.00 1.00 1.00 1.00 1.00 17.14 1,249.17 3220.00 5.12 92.28 327.75 +0+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.138 0.102 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.51 619.84 4480.00 2.57 46.40 456.00 Length = 19.50 ft 2 0.138 0.102 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.51 619.84 4480.00 2.57 46.40 456.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 6.0 ft 1 0.138 0.102 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.51 619.84 4480.00 2.57 46.40 456.00 Length = 19.50 ft 2 0.138 0.102 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.51 619.84 4480.00 2.57 46.40 456.00 +D+0.750Lr+0.750L+0.450W+}t 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.236 0.168 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.51 1,057.67 4480.00 4.26 76.82 456.00 Length = 19.50 ft 2 0.236 0.168 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.51 1,057.67 4480.00 4.26 76.82 456.00 +0+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.279 0.202 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.14 1,249.17 4480.00 5.12 92.28 456.00 Length = 19.50 ft 2 0.279 0.202 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.14 1,249.17 4480.00 5.12 92.28 456.00 +0+0.750L+0.750S+0.5250E+FI 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.279 0.202 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.14 1,249.17 4480.00 5.12 92.28 456.00 Length =19.50 ft 2 0.279 0.202 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.14 1,249.17 4480.00 5.12 92.28 456.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.083 0.061 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.10 371.91 4480.00 1.54 27.84 456.00 Length = 19.50 ft 2 0.083 0.061 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.10 371.91 4480.00 1.54 27.84 456.00 +0,60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.083 0,061 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.10 371.91 4480.00 1.54 27.84 456.00 Length = 19.50 ft 2 0.083 0.061 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.10 371.91 4480.00 1.54 27.84 456.00 O;verall'.Maximum; Deflectiions:<:"11116MOSIKETIER. Load Combination Span Max. " " Dell Location In Span Load Combination Max. "+" Deft Location in Span 1 +0+0.750L+0.750S+0.5250E+H 2 %erticai,R aot Ons Load Combination 0.0000 0.000 +D+0.750L+0.750S+0.5250E+H 0.3936 10.894 Support notation : Far left Is #1 -0.0273 0.0000 Values In KIPS 3.620 3.620 Support 1 Support 2 Support 3 Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +O+S+H +0+0.750Lr+0.750L+t1 +0+0.750L+0.750S+H +D+0.60W+H +0+0.70E+11 +0+0.750Lr+O.750L+0,450W+H +D+0.750L+0.750S+0,450W+H +D+0.750L+0.750S+0.5250E+H -1.361 10,130 3.865 -0.059 2.399 0.930 -0.566 5.105 1.964 -1.361 9.406 3.568 -0.566 5.105 1.964 -0.624 7.504 2.894 -1.162 8.331 3.167 -1.206 10.130 3.865 -0.566 5.105 1.964 -0.566 5.105 1.964 -1.162 8.331 3.167 -1,206 10.130 3.865 -1.206 10,130 3.865 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 �LiG�",#� ,IKIII/r0�°b0'8g9� Description : ' Vertical'Reactons". Project Tille: Engineer: Project Descr: "'=€tFisirgty ' Of, til " F4 tcel Support notation : Far left Is #1 Project ID: qe; C1UserslNarotdRD000ME 11ENERCPAPLAN26-2EC6,(-0 ENERCALC' INC 1983 2017; Build 617;317 Ver6,17 31 ��w�.L'icen�eey �,PF,2�GIS�;;EN.GIIV�ER,INGiINC Values In KIPS Load Combination +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Support 1 Support 2 Support 3 -0.339 -0.339 -0.566 3.063 3.063 5.105 1.178 1.178 1.964 -0.795 4.301 1.604 -0.059 2.399 0.930 ®BolseCoscade BC CALC® Design Report Build 4516 Job Name: Address: City, State, Zip: , - Customer: Code reports: ESR -1336 Single 11-7/8" BCI® 5000-11 DF Dry 11 span I No cantilevers 10/12 slope 16 OCS I Repetitive I Glued & nailed construction File Name: BC CALC Project Description: Designs\J01 Specifier: Designer: Company: Misc: Joist1J01 March 21, 2016 14:34:42 I m v I 1 I I r 1 I z I i I I I I I g I I I I 1 I I w ar w w w w I I w •fir .b w •r I yr w w "r II I I d. 4, �b or .b 1 v i i � w I i I . �t r w (w I w w it J� 1n rY'w',.. a -i;,.. Vit,-, `t ry .. tx.. � o.�-t-.'a t b'rP x•ixt's;, d ..... .. 5- ,�zzYY -. x ^t'fi _ _.'. '+1� 51 f., F..,.. i'Y,1,rj 1 :�2v.:.. 3"k' h....;j ?1�t .'f �.: .� .1Fir r..""�, fi ��•+ x til �.. �' I'].e. ( NF a.��.1, BL,Z x,.+'8.57 ,t '.n19 i.i•'Mt-t�ii ��A »Ya.}r SG ,•. , d.. , °3 ,.,..{;.... �.e.. i,:,i�"Yv4's. . ?,.Rrt,... 1. 5/k n. ;"i k' .Y,? y 4' .1 v1 „C� � A' ,..ix lh '� .. a '' .._. ;er 31,.,'1 i✓'n P� F �.ky,�. 11*.. A' + r c.....: `,e . �. dR .,:i; i� d�y�,$"y , i l . ' S,�'.. � K'r� X taW iH, f Y+1�i i�.. (...:, J� S,. .. ,� R . „rd 1x� b 7, kT•* 1 1J ��-.., trr 4 I-'tV t1 riY �k l M "k T. G.i':J.1 fj �I �7. L �..:., t. iii, �. �y � . Fi: �['i � `x - 1"Y:: {1{_ k3..:; rJ" 1 ig�. N -1:'.,f i 1.2.:M1.4 1. .orb F!i.« 4F'k1�. ,. 4k. r n v,. ,..,; , 4 tit.... +,; r a .. �? 4 1� h.,. i yy a'I � .4 ty f St1 $ i, � BO 16-00-00 Total Horizontal Product Length = 16-00-00 B1 Reaction Summary (Down / Uplift) ( lbs ) Bearing Live Dead Snow Wind Roof Live B0, 2-1/2" 533 / 0 B1, 2-1/2" ,533 / 0 128/0 128/0 Load Summary Tag Description Load Type Ref. Start Live Dead Snow Wind Roof Live OCS End 100% 90% 115% 160% 125% 1 Standard Load Unf. Area (Ib/ft^2) L 00-00-00 2 Partition Load Partition (Ib/ft"2) L 00-00-00 Controls Summary` Value Pos. Moment * 2,550 ft -lbs 80.9% End Reaction • 661 lbs 55.7% End Shear 644 lbs 39.6% Total Load Defl. , U504 (0.374") 71.4% Live Load Defl. U626 (0.301") 76.7% Max Defl. 0.374" 37.4% Span / Depth 15.9 n/a 16-00-00 16-00-00 % Allowable Duration 100% 100% 100% n/a n/a n/a n/a Bearing Supports BO Wall/Plate B1 ' Wall/Plate Notes . Dim. (L x W) Value 2-1/2" x 2" 661 lbs 2-1/2" x 2" 661 lbs 40 12 10 Case Location 1 08-00-00 1 00-00-00 1 00-02-08 1 08-00-00 2 08-00-00 1 08-00-00 0 00-00-00 % Allow % Allow Support Member Material n/a 55.7% Unspecified n/a 55.7% Unspecified Design meets User specified (L1360) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Composite El value based on 23/32" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Deflections less than 1/8" were ignored in the results. I Page 1 of 1 16 16 Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER® , AJSTM, ALLJOIST®, BC RIM BOARDN, BCI® , BOISE GLULAMTN, SIMPLE FRAMING SYSTEM®, VERSA -LAM®, VERSA -RIM PLUS® , VERSA -RIM®, VERSA -STRAND®, VERSA -STUD® are trademarks of Boise Cascade Wood Products L.L.C. b'•0' n'•6' NCO' 11'•6' —1, LD d 5_LA5 ON GRADE 13'•6' <' Cdk'„ n'•0' VT . I r� ... .'" Y4 24 I 24 74 I; 74 71 074 i %,' u :1 GR4WI. S AGE 7 . w II 11 1 I �74 NAV 6 ML VAPOR 7'•0' I W 6A ERT7P. ®1flir t t 07! 11: �! 1 I r '� INV 7/ 6'.11 74 ® 7I O 11 ". C SLAB ". �� �.. 4' NC. ICO 1 5 G' I I I L _S4 � F-1 � �}4 - r' ill v I9'X74'FiM—"� •�� l • I_.44 II I _- f I 1 I I 74 �1 i 1 I ': 1c !..4 ?:y .-p � • SLAB tir! 15 / 1 ' L .r 4 - -44. r I i f ON GRADE 4' CLIC. 6L4/3 LN 4' Car. FILL TTP. SLOFE 346' IR IMBED DOORS _ I I,1 U1 \ 74 L_ .4 ' W24 : • I • _ /:, • I ill . r—. X74 r:'..•. •L_'•• 4 g I _, .: CONr"NOJS FOOM calrpWOUSroorrb • ;.. I n•o SLAB ON GRADE 4' CCNC. GIS >< ' E) 1•11 9'•3' 1'•11 r.-iI W'•3' I al - ® • n'•L' Yl'•b' 19'•0• 50'•0' L FOUNDATION/ FRAMING PLAN © 2016 Level Design, LLC. - ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED • SOFFIT, VENT, AND INSULATE ALL CANTILEVERED AREAS • PROVIDE SOLID BLOCKING OVER SUPPORTS SCALE: 1/4" =11-0" Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 • u Project Title: Engineer: Project Descr: Project ID: Lfd off: 0510:1 Description : main floor Wood "Beam Design .; A BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads Flle .'G1UserslHaioldlDOCUME 11EiJERGA 11PLAN25 2EC6 ERCALO. ;%INC 1983 2017, Build 6173;17 Ver 6:173,17 uCiSBc R1.9.. • Calculations per NDS 2015, IBC ;2015, CBC2016, ASCE 7-10 4x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 900.0 psi Fc - PM 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 8.0 ft Design Summary Max fb/Fb Ratio = 0.776. 1 fb : Actual : 838.48 psi at 3,750 ft in Span # 1 Fb : Allowable : 1,080.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.383: 1 fv : Actual ; 68.94 psi at 0.000 ft in Span # 1 Fv : Allowable : 180.00 psi Load Comb : +D+L+H Max Reactions (k) D L Lr Left Support 0.66 1.20 Right Support 0.66 1.20 Max Deflections s w E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.062 in Downward Total 0.000 in Upward Total 1451 >360 Total Defl Ratio 0.096 in 0.000 in 936 >360 Wood Beam.:Deslgn Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10:: BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 4x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 900.0 psi Fc - PrII 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend xx 580.0 ksi Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 8.0 ft Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 11.50 ft Unif Load: D = 0.090 k/ft, Trib= 1.0 ft Desiqn Summary Max fb/Fb Ratio = 0.904. 1 fb : Actual : 975.98 psi at 2.500 ft in Span # 1 Fb : Allowable : 1,080.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.580: 1 fv : Actual : 104.32 psi at 4.233 ft in Span # 1 Fv : Allowable : 180.00 psi Load Comb : +D+L+H Max Reactions (k) D L Lr S W E Left Support 1.30 1.95 Right Support 1.30 1.95 Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.030 in Downward Total 0.000 in Upward Total 2009 >360 Total Defl Ratio 0.050 in 0.000 in 1206 >360 Wood' Beam; Design • Calculations per NDS 2015, IBC 2015, CBC: 2016, ASCE 7-10 BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads Unif Load: D = 0.0220, Design Summary Max fb/Fb Ratio fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 4x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 900.0 psi Fc - PM 1,350.0 psi Fv 180,0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi L = 0.040 k/ft, Trib= 9.50 ft 0.803. 1 867.37 psi at 1,080.00 psi +D+L+H 0.414: 1 74.50 psi at 180.00 psi +D+L+H Max Reactions (k) Q L Lr Left Support 0.73 1.33 Right Support 0.73 1.33 3.500 ft in Span # 1 6.230 ft in Span # 1 Max Deflections S W E H Downward L+Lr+S 0.056 in Downward Total 0.087 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1503 >360 Total Defl Ratio 969 >360 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Project ID: Woo beam esign BEAM Size : Wood Species : Fb - Tension Fb -Compr Applied Loads d File :C:1UserslHaroldlD000ME IIENERCA 1IPLAN25 2 EC6 NERCALO INC.;,1983-2017 BU ld 617.3.17, Ver 6.17 317, Calculation's per NDS 2015, IBC2015, CBC 2016, ASCE 7710 4x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 900.0 psi Fc - PM 1,350.0 psi Fv 180.0 psi Ebend- xx 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx Unif Load: D = 0.0220, L = 0.040 klft, Trib= 4.0 ft Unif Load: D = 0.0220, L = 0.040 klft, Trib= 4.0 ft Unif Load: D = 0.090 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.743. 1 fb : Actual : 802.41 psi at Fb : Allowable : 1,080.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.394: 1 fv : Actual : 70.86 psi at Fv : Allowable : 180.00 psi Load Comb : +D+L+H Max Reactions (k) D L Left Support 0.90 1.08 Right Support 0.90 1.08 3.375 ft in Span # 1 5.985 ft in Span # 1 1,600.0 ksi Density 31.20 pcf 580.0 ksi Max Deflections Lr S W E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.041 in Downward Total 0.000 in Upward Total 1990 >360 Total Defl Ratio 0.075 in 0,000 in 1087 >360 Wood Beam Design; E BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 4x10, Sawn, FuIIy Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 900.0 psi Fc - PrII 1,350.0 psi Fv 180.0 psi Ebend- xx « 1,600.0 ksi Density 31.20 pcf 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 9.250 ft Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 6.0 ft Unif Load: D = 0.090 klft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.872. 1 fb : Actual : 941.38 psi at 2.750 ft In Span # 1 Fb : Allowable : 1,080.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.528: 1 fv : Actual : 94.99 psi at 0.000 ft in Span # 1 Fv : Allowable : 180.00 psi Load Comb : +D+L+H. Max Reactions (k) 0 L Lr Left Support 1.17 1.68 Right Support 1.17 1.68 Max Deflections W E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.034 in Downward Total 0.000 in Upward Total 1930 >360 Total Defl Ratio 0.058 in 0,000 in 1137 >360 Wood Beam Design F BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 4x10, Sawn, FuIIy Braced Using Allowable Stress Design with Douglas Fir - Larch 900.0 psi Fc - PM 1,350.0 psi 900.0 psi Fc - Perp 625.0 psi Calculation§ pec NDS 2015; IBC 2015, CBC'2016; ASCE i40; ASCE 7-10 Load Combinations, Major Axis Bending Wood Grade : No.2 Fv 180.0 psi Ebend- xx Ft 575.0 psi Eminbend - xx Unif Load: D = 0.0220, L = 0.040 klft, Trib= 7.750 ft Unif Load: D = 0,0220, L = 0.040 k/ft, Trib= 7,50 ft Unif Load: D = 0,090 k/ft, Trib= 1,0 ft Design Summary Max fb/Fb Ratio = 0.953; 1 fb : Actual : 1,028.91 psi at 2.875 ft in Span # 1 Fb : Allowable : 1,080.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.562: 1 fv : Actual : 101.15 psi at 0.000 ft in Span # 1 Fv : Allowable : 180.00 psi Load Comb : +D+L+H Max Reactions (k) D L Lr S Left Support 1.22 1.75 Right Support 1.22 1.75 1,600.0 ksi Density 31.20 pcf 580.0 ksi Max Deflections W E H Downward L+Lr+S 0.041 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 1689 >360 Total Defl Ratio 0.069 in 0.000 in 995 >360 Precise Eningeering Inc 101,1 Mellen Street Centralia, WA 98531 (360) 736-1137 Multiple Simple Beam KW406008091 Description : main floor Project Title: Engineer: Project Descr: Project ID: ENERCALC, File= C:IUserslFlarold100CUME-11ENERCA- 17.31711PLAN25Ver:6.17.3.-2.EC8m17' INC. 1983-2017, Bulld:6., conSe0..c`PRSGISNGINE IN 'tNG Wood Beam Design : FLOOR JOIST BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads Calculations per NDS 2015, IBC` 2015, CBC 2016, ASCE 7-10 2x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Hem Fir Wood Grade : No.2 850.0 psi Fc - Pril 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.830 pcf 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Unif Load: D = 0.0220, L = 0.040 k/ft, Mb= 1,330 fl Design Summary Max fb/Fb Ratio = 0.818. 1 fb : Actual : 764.73 psi at 5.750 ft in Span # 1 Fb : Allowable : 935.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.296: 1 fv : Actual : 44.42 psi at 0.000 ft in Span # 1 Fv : Allowable : 150.00 psi Load Comb : +D+L+H Max Reactions (k) P L Left Support 0.17 0.31 Right Support 0.17 0.31 D(0.02926 L(0.05320) 11.50 ft, 2)(10 Max Deflections Lr S W E H Downward L+Lr+S 0.164 in Downward Total 0.254 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 843 >360 Total Defl Ratio 544 >360 Boise Cascade BC CALC© Design Report Build 4516 Job Name: Address: City, State, Zip: , Customer: , Code reports: ESR -1336 Single 9-1/2" BCI® 5000-1.7 DF Dry 1 1 span 1 No cantilevers 10/12 slope 16 OCS 1 Repetitive 1 Glued & nailed construction File Name: BC CALC Project Description: Designs1J02 ' Specifier: Designer: Company: Misc: Joist1J02 March 21, 2016 15:18:37 �. . I I 1 K 1 1 ' ±1± ti M 11 v K `t! K 'H K BO 11-06-00 Total Horizontal Product Length = 11-06-00 B1 Reaction Summary (Down / Uplift) ( lbs ) Bearing Live Dead Snow Wind Roof Live BO, 2-1/2" 383 / 0 61, 2-1/2" 383 / 0 Load Summary Tag Description Load Type 92/0 � 92/0 Ref. Start End 1 Standard Load 2 Partition Load Controls Summary Pos. Moment End Reaction End Shear Total Load Defl. Live Load Defl. Max Defl. Span / Depth Bearing Supports BO Wall/Plate B1 Wall/Plate Notes Unf. Area (Ib/ft^2) L 00-00-00 11-06-00 Partition (Ib/ft^2) L 00-00-00 11-06-00 Value 1,298 ft -lbs 475 lbs 458 lbs U813 (0.165") U1,008 (0.133") 0.165" 14.2 % Allowable Duration 52.8% 100% 45.8% 100% 31.1% 100% 44.3% n/a 47.6% n/a 16.5% n/a n/a n/a Dim. (L x W) Value 2-1/2" x 2" 475 lbs 2-1/2" x 2" 475 lbs Live Dead 100% 40 10 Case 1 % Allow % Allow Support Member n/a 45.8% n/a 45.8% 90% Snow Wind Roof Live OCS 115% 160% 125% 12 Location 05-09-00 1 00-00-00 1 00-02-08 1 05-09-00 2 05-09-00 1 05-09-00 0 00-00-00 Material Unspecified Unspecified Design meets User specified (L/360) Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria. Design meets arbitrary (1") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Composite El value based on 23/32" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Deflections less than 1/8" were ignored in the results. Page 1 of 1 16 16 Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJST'", ALLJOIST®, BC RIM BOARDTTM, BCI® , BOISE GLULAMT"', SIMPLE FRAMING SYSTEM®, VERSA -LAM®, VERSA -RIM PLUS®, VERSA -RIM®, VERSA -STRAND®, VERSA -STUD® are trademarks of Boise Cascade Wood Products L.L.C. Geotechnical Engineering Report 13945 53rd Ave S Tukwila, Washing P/N 1670400089 Apel 14, 2017 c-57/\/\\ J 0L prepared rfor: Cary,Lang Construction At ent on+ jar y Lang 29815 24�Ave SE Federal Way, Washington 98023 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 16 2017 City of Tukwila BUILDING DIVISION prepared by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MGI Project P934 -T17 A 17-DOgb RECEIVED CITY OF TUKWILA APR 17 2017 PERMIT CENTER TABLE OF CONTENTS Page No. 1.0 SITE AND PROJECT DESCRIPTION 1 2.0 EXPLORATORY METHODS 2 2.1 Test Pit Procedures 2 3.0 SITE CONDITIONS 3 3.1 Surface Conditions 3 3.2 Soil Conditions 3 3.3 Groundwater Conditions 4 3.4 Infiltration Conditions 4 3.5 Seismic Conditions 4 3.6 Liquefaction Potential 5 4.0 CONCLUSIONS AND RECOMMENDATIONS 5 4.1 Site Preparation 6 4.2 Spread Footings 7 4.3 Slab -On -Grade -Floors 9 4.4 Drainage Systems 9 4.5 Structural Fill 10 5.0 RECOMMENDED ADDITIONAL SERVICES 11 6.0 CLOSURE 12 List of Tables Table 1. Approximate Locations and Depths of Explorations 2 List of Figures Figure 1. Topographic and Location Map Figure 2. Site and Exploration Plan APPENDIX A Soil Classification Chart and Key to Test Data A-1 Log of Test Pits TP -1 and TP -2 A -2...A-3 MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 April 14, 2017 Cary Lang Construction 29815 24th Ave SW Federal Way, WA 98023 Attention: Cary Lang Subject: Geotechnical Engineering Report Binh Dinh Short -plat 13945 53rd Ave S Tukwila, Washington 98168 P/N 1670400089 MGI Project P934 -T17 Dear Mr. Lang: Migizi Group, Inc. (MGI) is pleased to submit this report describing the results of our geotechnical engineering evaluation of the proposed residential development in Tukwila, Washington. This report has been prepared for the exclusive use of Cary Lang Construction, and their consultants, for specific application to this project, in accordance with generally accepted geotechnical engineering practice. 1.0 SITE AND PROJECT DESCRIPTION The project site consists of a residential lot resultant from a recent short -plat in Tukwila, Washington as shown on the enclosed Topographic and Location Map (Figure 1). The subject property is located immediately west of 13951 53rd Ave S; the parent property of the aforementioned short -plat. The subject parcel has previously been developed, with a residence and associated gravel driveway once occupying the eastern half of the property. The residence has since been demolished, and foundation elements removed. Improvement plans involve the clearing/stripping of the property, and the construction of a new single-family residence within the confines of the parcel. Page 1 of 12 0 0 0 D D 0 0 0 a 0 0 0 0 0 0 0 0 a 0 Cary Lang Construction —13945 53rd Ave S, Tukwila, WA Geotechnical Engineering Report April 14, 2017 P934 -T17 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on March 31, 2017. Our exploration and evaluation program comprised the following elements: • Surface reconnaissance of the site; • Two test pit explorations (designated TP -1 and TP -2), advanced on March 31, 2017; and • A review of published geologic and seismologicmaps and literature. Table 1 summarizes the approximate functional locations and termination depths of our subsurface explorations, and Figure 2 depicts their approximate relative locations. The following sections describe the procedures used for excavation of the test pits. TABLE 1 APPROXIMATE LOCATIONS AND DEPTHS OF EXPLORATIONS Exploration Functional Location Termination Depth (feet) TP -1 TP -2 Centrally, west end of parcel East of test pit exploration TP -1, just west of center of the parcel 8 22 The specific number and locations of our explorations were selected in relation to the existing site features, under the constraints of surface access, underground utility conflicts, and budget considerations. It should be realized that the explorations performed and utilized for this evaluation reveal subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have begun. If significant variations are observed at that time, we may need to modify our conclusions and recommendations contained in this report to reflect the actual site conditions. 2.1 Test Pit Procedures Our exploratory test pits were excavated with a rubber -tired backhoe operated by an excavation contractor under subcontract to Cary Lang Construction. An engineering geologist from our firm observed the test pit excavations, collected soil samples, and logged the subsurface conditions. The enclosed test pit logs indicate the vertical sequence of soils and materials encountered in our test pits, based on our field classifications. Where a soil contact was observed to be gradational or undulating, our logs indicate the average contact depth. We estimated the relative density and consistency of the in-situ soils by means of the excavation characteristics and the stability of the test pit sidewalls. Our logs also indicate the approximate depths of any sidewall caving or groundwater seepage observed in the test pits. The soils were classified visually in general accordance with the system described in Figure A-1, which includes a key to the exploration log. Summary logs of our explorations are included as Figures A-2 and A-3. Migizi Group, Inc. Page 2 of 12 0 n n j U 0 Cary Lang Construction —13945 53rd Ave S, Tukwila, WA Geotechnical Engineering Report April 14, 2017 P934 -T17 3.0 SITE CONDITIONS The following sections present our observations, measurements, findings, and interpretations regarding, surface, soil, groundwater, and infiltration conditions. 3.1 Surface Conditions As previously indicated, the project site consists of a residential parcel resultant from a recent short - plat in Tukwila, Washington. The subject parcel is elongated from east to west, spanning approximately 130 feet along this orientation, and extends ± 70 feet from north to south; encompassing a total area of 0.23 acres. The eastern half of the parcel has previously been developed, and was once occupied by a single-family residence. The residence has since been demolished, and foundation elements removed. Fill soils are still present at existing grade along the footprint of the old residence, and along the alignment of the old driveway, which accessed the site from the east. The project area is located immediately west of 13951 53rd Ave S, the parent property of the aforementioned short -plat. The adjacent property contains frontage on 53rd Ave S. The subject parcel is situated in a densely populated residential area immediately south of Foster Memorial Park. The eastern half of the property is relatively level, whereas the western half contains a slight increase in gradient towards the southwest; representing a total elevation change of approximately 6 feet. The eastern half of the southern property line is marked by a two-tiered keystone wall, which protects the grade change between the subject property, and the adjacent property to the south. MGI makes no warranty regarding the integrity of this wall, but it did appear to be functioning properly during the time of our site visit. The eastern half of the property contains little to no vegetation, and is occupied by fill soils at existing grade. The western half of the property is overgrown by tall grasses and blackberry bushes. Scattered ponding was observed at existing grade throughout the project area. 3.2 Soil Conditions Our test pit explorations revealed relatively consistent subgrade conditions across the project area, generally consisting of a surface mantle of forest duff and/or fill soils, underlain by native glacial till soils. Tukwila, and the larger Puget Sound area in general, has been glaciated a number of times over the last 2.4 million years. The most recent of these glacial events, the Vashon Stade of the Fraser Glaciation, receded from this region approximately 13,500 years ago. The majority of near surface soils encountered within the Tukwila area are either directly associated with, or have been physically altered by the Vashon glacial event. Glacial till is typically described as being a compact, coherent mixture of gravel, silt, clay and sand -sized clasts deposited along the base of glacial ice during a period of localized advancement. This material is generally encountered in a compact relative consistency given the fact that it was overridden by the ice mass shortly after deposition. Migizi Group, Inc. Page 3 of 12 Cary Lang Construction —13945 53rd Ave S, Tukwila, WA Geotechnical Engineering Report April 14, 2017 P934 -T17 In the vicinity of test pit exploration TP -1, which was performed towards the western margin of the project area, we encountered a surface mantle of forest duff, underlain by glacial till soils. The upper ± 18 inches of glacial till soils were highly weathered, and contained substantial mottling. Glacial till was encountered through the termination of test pit exploration TP -1; a depth of 8 feet. Glacial till, as encountered onsite, was comprised by hard silt with some gravel. Test pit exploration TP -2, which was performed east of TP -1, just outside of the footprint of the old residence, encountered approximately 18 inches of fill soils above native glacial deposits. Fill soils were oversaturated, loose, and comprised of gravelly silty sand, with misc. construction debris (i.e. brick and concrete). In the Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington, as prepared by the U.S. Department of the Interior U.S. Geological Survey (USGS) (2004), the project site is mapped as containing Qvt, or Vashon-aged glacial till. Our subsurface explorations generally correspond with the mapping of the site performed by the USGS. The enclosed exploration logs (Appendix A) provide a detailed description of the soil strata encountered in our subsurface explorations. 3.3 Groundwater Conditions We encountered seasonally perched groundwater at a depth of 18 inches to 21/2 feet below existing grade in both of our test pit explorations, near the contact with unweathered glacial till deposits. This is due to the fact that this soil group is relatively impermeable, further exemplified onsite by the scattered ponding exhibited at existing grade across the project area. We do not anticipate that project excavations will extend into actual groundwater levels, nor that groundwater will be a limiting factor in the proposed development. However, seasonally perched groundwater should be anticipated at shallow depths, if project excavations are performed during the winter months, or during periods of extended precipitation. 3.4 Infiltration Conditions Based on our field observations, it is evident that the site is underlain by relatively impermeable, glacially overridden soils at relatively shallow depths (18 inches to 21/2 feet). This is exhibited by extensive soil mottling and scattered, surficial ponding. Given the geologic conditions present within the project area, we do not interpret full or limited infiltration as being feasible for this project. Site produced stormwater should be managed through dispersion, or other appropriate means. 3.5 Seismic Conditions Based on our analysis of subsurface exploration logs and our review of published geologic maps, we interpret the onsite soil conditions to generally correspond with site class C, as defined by Table 30.2-1 in ASCE 7, per the 2015 International Building Code (IBC). Using 2015 IBC information on the USGS Design Summary Report website, Risk Category I/II/III seismic parameters for the site are as follows: Migizi Group, Inc. Page 4 of 12 7 J r" J n L r-- r fl Cary Lang Construction —13945 53rd Ave S, Tukwila, WA Geotechnical Engineering Report April 14, 2017 P934 -T17 Ss= 1.481 g SMs =1.481 g Sns = 0.987 g Si = 0.554 g SMI = 0.720 g SDI = 0.480 g Using the 2015 IBC information MCER Response Spectrum Graph on the USGS Design Summary Report website, Risk Category I/II/III, Sa at a period of 0.2 seconds is 1.48 g and Sa at a period of 1.0 seconds is 0.72 g. The Design Response Spectrum Graph from the same website, using the same IBC information and Risk Category, Sa at a period of 0.2 seconds is 0.99 g and Sa at a period of 1.0 seconds is 0.48 g. 3.6 Liquefaction Potential Liquefaction is a sudden increase in pore water pressure and a sudden loss of soil shear strength caused by shear strains, as could result from an earthquake. Research has shown that saturated, loose, fine to medium sands with a fines (silt and clay) content less than about 20 percent are most susceptible to liquefaction. No saturated, poorly consolidated granular soils were encountered throughout the course of our test pit explorations. We interpret site soils as having a low potential of liquefying during a large-scale seismic event. 4.0 CONCLUSIONS AND RECOMMENDATIONS Improvement plans involve the clearing/stripping of the property, and the construction of a new single-family residence within the confines of the parcel. We offer these recommendations: • Feasibility: Based on our field explorations, research and analyses, the proposed structure appears feasible from a geotechnical standpoint. • Foundation Options: Foundation elements for the proposed residence should be constructed on medium dense or denser undisturbed native soils, or on structural fill bearing pads extending down to these soils. We anticipate that adequate bearing soils will be encountered within 21/ feet of existing grade existing grade. Recommendations for Spread Footings are provided in Section 4.2. • Floor Options: Floor sections for the proposed residences should bear on medium dense or denser native soils or on properly compacted structural fill, which extends down to medium dense or denser native soils. We anticipate that adequate bearing soils will be encountered within 21/2 feet of existing grade. Recommendations for slab -on -grade floors are included in Section 4.3. Fill underlying floor slabs should be compacted to 95 percent (ASTM:D-1557). The following sections of this report present our specific geotechnical conclusions and recommendations concerning site preparation, spread footings, slab -on -grade floors, asphalt pavement, and structural fill. The Washington State Department of Transportation (WSDOT) Standard Specifications and Standard Plans cited herein refer to WSDOT publications M41-10, Standard Specifications for Road, Bridge, and Municipal Construction, and M21-01, Standard Plans for Road, Bridge, and Municipal Construction, respectively. Migizi Group, Inc. Page 5 of 12 Cary Lang Construction —13945 53rd Ave S, Tukwila, WA Geotechnical Engineering Report April 14, 2017 P934 -T17 4_, Site Preparation Preparation of the project site should involve erosion control, temporary drainage, clearing, stripping, excavations, cutting, subgrade compaction, and filling. Erosion Control: Before new construction begins, an appropriate erosion control system should be installed. This system should collect and filter all surface water runoff through silt fencing. We anticipate a system of berms and drainage ditches around construction areas will provide an adequate collection system. Silt fencing fabric should meet the requirements of WSDOT Standard Specification 9-33.2 Table 3. In addition, silt fencing should embed a minimum of 6 inches below existing grade. An erosion control system requires occasional observation and maintenance. Specifically, holes in the filter and areas where the filter has shifted above ground surface should be replaced or repaired as soon as they are identified. Temporary Drainage: We recommend intercepting and diverting any potential sources of surface or near -surface water within the construction zones before stripping begins. Because the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction sequence, and contractor's methods, final decisions regarding drainage systems are best made in the field at the time of construction. Based on our current understanding of the construction plans, surface and subsurface conditions, we anticipate that curbs, berms, or ditches placed around the work areas will adequately intercept surface water runoff. Clearing and Stripping: After surface and near -surface water sources have been controlled, sod, topsoil, and root -rich soil should be stripped from the site. Our subsurface exploration indicates that the organic horizon can reach thicknesses of up to 12 inches within the western half of the subject property. No stripping is anticipated within the eastern half of the subject property. Stripping is best performed during a period of dry weather. Site Excavations: Based on our explorations, we expect that site excavations will predominately encounter densely consolidated silt, which can be readily excavated using standard excavation equipment, though special teeth, or "rippers", may be required to rapidly excavate site soils. Dewatering: Our explorations encountered seasonally perched groundwater along the contact with undisturbed, glacial till soils. We do not anticipate that groundwater will be encountered if project excavations are performed during the summer months. However, if groundwater is encountered, we anticipate that an internal system of ditches, sump holes, and pumps will be adequate to temporarily dewater excavations. Temporary Cut Slopes: All temporary soil slopes associated with site cutting or excavations should be adequately inclined to prevent sloughing and collapse. Temporary cut slopes in site soils should be no steeper than 11/2H:1V, and should conform to Washington Industrial Safety and Health Act (WISHA) regulations. Migizi Group, Inc. Page 6 of 12 fl Cary Lang Construction —13945 53rd Ave S, Tukwila, WA Geotechnical Engineering Report April 14, 2017 P934 -T17 Subgrade Compaction: Exposed subgrades for the foundation of the proposed residence should be compacted to a firm, unyielding state before new concrete or fill soils are placed. Any localized zones of looser granular soils observed within a subgrade should be compacted to a density commensurate with the surrounding soils. In contrast, any organic, soft, or pumping soils observed within a subgrade should be overexcavated and replaced with a suitable structural fill material. Site Filling: Our conclusions regarding the reuse of onsite soils and our comments regarding wet - weather filling are presented subsequently. Regardless of soil type, all fill should be placed and compacted according to our recommendations presented in the Structural Fill section of this report. Specifically, building pad fill soil should be compacted to a uniform density of at least 95 percent (based on ASTM:D-1557). Onsite Soils: We offer the following evaluation of these onsite soils in relation to potential use as structural fill: • Surficial Organic Soil and Organic -Rich Fill Soils: Where encountered, surficial organic soils, like duff, topsoil, root -rich soil, and organic -rich fill soils are not suitable for use as structural fill under any circumstances, due to high organic content. Consequently, this material can be used only for non-structural purposes, such as in landscaping areas. • Glacial Till Soils: Underlying a surface mantle of forest duff, and/or fill material, native soils were encountered; generally consisting of dense silt with some gravel. These soils are extremely moisture sensitive and will be difficult, if not impossible, to reuse during wet weather conditions. If reuse is planned, care should be taken while stockpiling in order to avoid saturation/over-saturation of the material, and moisture conditioning should be expected. Permanent Slopes: All permanent cut slopes and fill slopes should be adequately inclined to reduce long-term raveling, sloughing, and erosion. We generally recommend that no permanent slopes be steeper than 2H:1V. For all soil types, the use of flatter slopes (such as 21/2H:1V) would further reduce long-term erosion and facilitate revegetation. Slope Protection: We recommend that a permanent berm, swale, or curb be constructed along the top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover should be established as soon as feasible, to further protect the slopes from runoff water erosion. Alternatively, permanent slopes could be armored with quarry spalls or a geosynthetic erosion mat. 4_2 Spread Footings In our opinion, conventional spread footings will provide adequate support for the proposed residences if the subgrade is properly prepared. We offer the following comments and recommendations for spread footing design. Footing Depths and Widths: For frost and erosion protection, the bases of all exterior footings should bear at least 18 inches below adjacent outside grades, whereas the bases of interior footings n Migizi Group, Inc.. Page 7 of 12 Cary Lang Construction —13945 53rd Ave S, Tukwila, WA Geotechnical Engineering Report April 14, 2017 P934 -T17 need bear only 12 inches below the surrounding slab surface level. To reduce post -construction settlements, continuous (wall) and isolated (column) footings should be at least 16 and 24 inches wide, respectively. Bearing Subgrades: Footings should bear on medium dense or denser, undisturbed native soils which have been stripped of surficial organic soils and vigorously surface compacted, or on properly compacted structural fill bearing pads which bear on the soils just described. We anticipate that adequate bearing subgrades will be encountered within 2' feet of existing grade, within the glacial till soils. In general, before footing concrete is placed, any localized zones of loose soils exposed across the footing subgrades should be compacted to a firm, unyielding condition, and any localized zones of soft, organic, or debris -laden soils should be overexcavated and replaced with suitable structural fill. Lateral Overexcavations: Because foundation stresses are transferred outward as well as downward into the bearing soils, all structural fill placed under footings, should extend horizontally outward from the edge of each footing. This horizontal distance should be equal to the depth of placed fill. Therefore, placed fill that extends 3 feet below the footing base should also extend 3 feet outward from the footing edges. Subgrade Observation: All footing subgrades should consist of firm, unyielding, native soils, or structural fill materials that have been compacted to a density of at least 95 percent (based on ASTM:D-1557). Footings should never be cast atop loose, soft, or frozen soil, slough, debris, existing uncontrolled fill, or surfaces covered by standing water. Bearing Pressures: In our opinion, for static loading, footings that bear on densely consolidated glacial till soils or on structural fill bearing pads extending down to these soils can be designed for a maximum allowable soil bearing pressure of 2,500 psf. A one-third increase in allowable soil bearing capacity may be used for short-term loads created by seismic or wind related activities. Footing Settlements: Assuming that structural fill soils are compacted to a medium dense or denser state, we estimate that total post -construction settlements of properly designed footings bearing on properly prepared subgrades will not exceed 1 inch. Differential settlements for comparably loaded elements may approach one-half of the actual total settlement over horizontal distances of approximately 50 feet. Footing Backfill: To provide erosion protection and lateral load resistance, we recommend that all footing excavations be backfilled on both sides of the footings and stemwalls after the concrete has cured. Either imported structural fill or non-organic onsite soils can be used for this purpose, contingent on suitable moisture content at the time of placement. Regardless of soil type, all footing backfill soil should be compacted to a density of at least 90 percent (based on ASTM:D-1557). Migizi Group, Inc. Page 8 of 12 Cary Lang Construction —13945 53rd Ave S, Tukwila, WA April 14, 2017 Geotechnical Engineering Report P934 -T17 j Lateral Resistance: Footings that have been properly backfilled as recommended above will resist 11.1 lateral movements by means of passive earth pressure and base friction. We recommend using an allowable passive earth pressure of 250 psf and an allowable base friction coefficient of 0.35 for site soils. 4.3 Slab -On -Grade Floors In our opinion, soil -supported slab -on -grade floors can be used in the proposed residence if the subgrade is properly prepared. Floor sections for the proposed structure should bear on medium lJ dense or denser native soils or on properly compacted structural fill at least 2 feet thick. We anticipate that adequate bearing soils will be encountered within 21h feet of existing grade. We offer the following comments and recommendations concerning slab -on -grade floors. Floor Subbase: Surface compaction of all slab subgrades is recommended. If a subbase is required, it should be compacted to a density of at least 95 percent (based on ASTM:D-1557). Capillary Break and Vapor Barrier: To retard the upward wicking of moisture beneath the floor slab, we recommend that a capillary break be placed over the subgrade. Ideally, this capillary break would consist of a 4 -inch -thick layer of pea gravel or other clean, uniform, well-rounded gravel, n such as "Gravel Backfill for Drains" per WSDOT Standard Specification 9-03.12(4), but clean angular gravel can be used if it adequately prevents capillary wicking. In addition, a layer of plastic sheeting (such as Crosstuff, Visqueen, or Moistop) should be ,placed over the capillary break to serve as a vapor barrier. During subsequent casting of the concrete slab, the contractor should u exercisecare to avoid puncturing this vapor barrier. n Vertical Deflections: Due to elastic compression of subgrades, soil -supported slab -on -grade floors can deflect downwards when vertical loads are applied. In our opinion, a subgrade reaction -� modulus of 250 pounds per cubic inch can be used to estimate such deflections. r J 44 Drainage Systems In our opinion, the proposed residence should be provided with a permanent drainage system to reduce the risk of future moisture problems. We offer the following recommendations and comments for drainage design and construction purposes. LI] Perimeter Drains: We recommend that the residence be encircled with a perimeter drain system to collect seepage water. This drain should consist of a 4 -inch -diameter perforated pipe within an envelope of pea gravel or washed rock, extending at least 6 inches on all sides of the pipe, and the gravel envelope should be wrapped with filter fabric to reduce the migration of fines from the surrounding soils. Ideally, the drain invert would be installed no more than 8 inches above the base of the perimeter footings. n Subfloor Drains: We recommend that subfloor drains be included beneath the new building. These subfloor drains should consist of 4 -inch -diameter perforated pipes surrounded by at least 6 inches of pea gravel and enveloped with filter fabric. A pattern of parallel pipes spaced no more than 20 feet apart and having inverts located about 12 inches below the capillary break layer would be appropriate, in our opinion. Migizi Group, Inc. Page 9 of 12 fl Cary Lang Construction —13945 53rd Ave S, Tukwila, WA April 14, 2017 Geotechnical Engineering Report P934 -T17 ..J Discharge Considerations: If possible, all perimeter drains should discharge to a sewer system or +� other suitable location by gravity flow. Check valves should be installed along any drainpipes that ,J discharge to a sewer system to prevent sewage backflow into the drain system. If gravity flow is not feasible, a pump system is recommended to discharge any water that enters the drainage system. 1 fl j j n fl 0 L n -y Runoff Water: Roof -runoff and surface -runoff water should not discharge into the perimeter drain system. Instead, these sources should discharge into separate tightline pipes and be routed away from the building to a storm drain or other appropriate location. Grading and Capping: Final site grades should slope downward away from the buildings so that runoff water will flow by gravity to suitable collection points, rather than ponding near the building. Ideally, the area surrounding the building would be capped with concrete, asphalt, or low -permeability (silty) soils to minimize or preclude surface -water infiltration. 4.5 Structural Fill The term "structural fill" refers to any material placed under foundations, retaining walls, slab -on - grade floors, sidewalks, pavements, and other structures. Our comments, conclusions, and recommendations concerning structural fill are presented in the following paragraphs. Materials: Typical structural fill materials include clean sand, gravel, pea gravel, washed rock, crushed rock, well -graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit - run"), and miscellaneous mixtures of silt, sand, and gravel. Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials, are also potentially useful as structural fill in certain applications. Soils used for structural fill should not contain any organic matter or debris, nor any individual particles greater than about 6 inches in diameter. Fill Placement: Clean sand, gravel, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. Compaction Criteria: Using the Modified Proctor test (ASTM:D-1557) as a standard, we recommend that structural fill used for various onsite applications be compacted to the following minimum densities: Fill Application Minimum Compaction Footing subgrade and bearing pad Foundation and subgrade wall backfill Slab -on -grade floor subgrade and subbase 95 percent 90 percent 95 percent Subgrade Observation and Compaction Testing: Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of all subgrades should be observed by geotechnical personnel before filling or construction begins. Also, fill soil compaction should be verified by means of Migizi Group, Inc. Page 10 of 12 0 0 0 a 0 L. 0 a 0 0 0 a 0 a 0 0 0 0 0 Cary Lang Construction -13945 53rd Ave S, Tukwila, WA Geotechnical Engineering Report April 14, 2017 P934 -T17 in-place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on their grain -size distribution and moisture content when they are placed. As the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For fill placement during wet -weather site work, we recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve. 5.0 RECOMMENDED ADDITIONAL SERVICES Because the future performance and integrity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Subsequently, we recommend that MGI be retained to provide the following post -report services: • Review all construction plans and specifications to verify that our design criteria presented in this report have been properly integrated into the design; • Prepare a letter summarizing all review comments (if required); • Check all completed subgrades for footings and slab -on -grade floors before concrete is poured, in order to verify their bearing capacity; and • Prepare a post -construction letter summarizing all field observations, inspections, and test results (if required). Migizi Group, Inc. Page 11 of 12 n l.J fl 0 1 j T J n Cary Lang Construction —13945 53rd Ave S, Tukwila, WA Geotechnical Engineering Report April 14, 2017 P934 -T17 6.0 CLOSURE The conclusions and recommendations presented in this report are based, in part, on the explorations that we observed for this study; therefore, if variations in the subgrade conditions are observed at a later time, we may need to modify this report to reflect those changes. Also, because the future performance and integrity of the project elements depend largely on proper initial site preparation, drainage, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. MGI is available to provide geotechnical monitoring of soils throughout construction. We appreciate the opportunity to be of service on this project. If you have any questions regarding this report or any aspects of the project, please feel free to contact our office. Respectfully submitted, MIGIZI GROUP, INC. ach L. Logan James E. Brigham, P.E. Staff Geologist Principal Engineer Migizi Group, Inc. Page 12 of 12 z 0 00 0 z 0 0 0 z 0 0 0 122°19.000' W 122°18.000' W TOPO! map panted on 04/14/17 froni'Un led,tpo" 122°17.000' W 122016.000' W 122°15.000' W 122°19.000' w 122°18.000' W Migizi Group, Inc. P.O. Box 44840 Tacoma, WA 98448 122°17.000' W 122°16.000' W D 3 _ t�lE ICU! 0. 9 KIM !1itOctathdTO?0'Re2003\t ra1G (anaatixakphimmlop°) 122°15.000' W 13945 53rd Ave S Tukwila, Washington P/N 1670400089 Topographic and Location Map WGS84122°13,000' W z 0 0 z 0 0 N ° FIGURE 1 P934 -T17 0 a Q 0 0 0 a a 0 SSMH 505.47' 496.1' • • • • G 9°22'00"W 257.X94' •• - • • �s0 SS --�- \ 10T UTILITY EASEMENT • _ PEO,KING COUNTY RECORDING NO. 7213200580 t-- 1 129.92' • • = 499 T= PARCEL A I ' 9.904 S.F. t 1 . CO • , TP -2 m 1 I \ o. 1 \\• . - I I \ \ • 0 OUTLINE OF OLD FOUNDATION /HOUSE ••• /FINISH FLOOR = 503.18' : . - RIDGE HEIGHT = 515.8 / 45.8r//1-) NO°OO'58"E 1721.64' • •• .I----- -+5 NI Slel 0 `\, . • 5' SBL 129:9i1—• • . N89°22'00nE 257.93' • \ • 0 Q • • W=E TEST PIT LOCATION TP -1 •• • • r • NOTE: BOUNDARY AND TOPOGRAPHY ARE BASED ON MAPPING PROVIDED TO MIGIZI OBSERVATIONS MADE IN THE FIELD. THE INFORMATION SHOWN DOES NOT CONSTITUTE A FIELD SURVEY BY MIGIZI. SI\ • \ FOUND MAR & "9606" CAP 1.3' W OF CORNER a .. Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 253-537-9400 253-537-9401 fax www.migizigroup.com PROJECT: 13945 53rd Ave S Tukwila, Washington SHEET TITLE: Site and Exploration 'Plan DESIGNER: CRL DRAWN BY: CRL CHECKED BY: CRL DATE: April 14, 2017 JOB NO. P934 -T17 SCALE: NTS FIGURE:2 FILE: Fig2.dwg J r LJ C APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOG OF TEST PITS J e 9 0 0 0 0 0 0 9 0 0 9 0 0 0 0 9 0 a a Z 0 0 z z z Z MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve ' GRAVELS CLEAN GRAVELS WITH LITTLE OR GW !'fit'! !'!ii`.4 !•'•1: WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES MORE THAN HALF NO FINES GP 9'1,..t: �. •D. S4 < POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES COARSE FRACTION IS LARGER THAN NO.4 SIEVE GRAVELS WITH GM o ,, L o` SILTY GRAVELS, POORLY GRADED GRAVEL-SAND-SILT MIXTURES OVER 15% FINES GC CLAYEY GRAVELS, POORLY GRADED GRAVEL -SAND -CLAY MIXTURES SANDS CLEAN SANDS WITH LITTLE SW '.':'.' WELL GRADED SANDS, GRAVELLY SANDS MORE THAN HALF OR NO FINES SP • . ••; POORLY GRADED SANDS, GRAVELLY SANDS COARSE FRACTION IS SMALLER THAN SANDS WITH SM SILTY SANDS, POOORLY GRADED SAND -SILT MIXTURES NO. 4 SIEVE OVER 15% FINES SC CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES FINE GRAINED SOILS More than Half < #200 sieve SILTS AND ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY CLAYS LIQUID LIMIT LESS THAN 50 CL jINORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS OL _ = ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MH INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 CH 4 INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS GHORGANIC . ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, SILTS HIGHLY ORGANIC SOILS Pt s i, ,t i, PEAT AND OTHER HIGHLY ORGANIC SOILS A. Modified Califomia RV R -Value // Split Spoon SA Sieve Analysis Pushed Shelby Tube SW Swell Test 1 1 Auger Cuttings TC Cyclic Triaxial i'iii Grab Sample TX Unconsolidated Undrained Triaxial Sample Attempt with No Recovery TV Torvane Shear CA Chemical Analysis UC Unconfined Compression CN Consolidation (1.2) (Shear Strength, ksf) CP Compaction WA Wash Analysis DS Direct Shear (20) (with % Passing No. 200 Sieve) PM Permeability Q Water Level at Time of Drilling PP Pocket Penetrometer 1 Water Level after Drilling(with date measured) SOIL CLASSIFICATION CHART AND KEY TO TEST DATA Figure A-1 ilk MIGIZI iliiii GROUP 0 a 0 0 0 0 0 0 0 a 0 a 0 0 0 0. O a w 1w 4 1 1- z u) 0 z it 0 0 za 0 0. N 0. 0 O CO 0 N CO w CO CCw w N U Tr. 1- 0 q CCw 0 0 0 F- x m LL 0 ›- 0 U Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Cary Lang Construction PROJECT NUMBER P934 -T17 DATE STARTED 3/31/17 COMPLETED 3/31/17 EXCAVATION CONTRACTOR Owner -Operator EXCAVATION METHOD Rubber Tired Backhoe LOGGED BY ZLL CHECKED BY JEB NOTES TEST PIT NUMBER TP -1 PAGE 1 OF 1 Figure A-2 PROJECT NAME 13945 53rd Ave S Geotech PROJECT LOCATION 13945 53rd Ave S, Tukwila, WA GROUND ELEVATION TEST PIT SIZE GROUND WATER LEVELS: AT TIME OF EXCAVATION 2.50 ft Slow seepage AT END OF EXCAVATION — AFTER EXCAVATION — H.-.. o- 0 0.0 2.5 5.0 7.5 w LLI ~� W CO CL DQZ cn GB S-1 GB S-2 U vi 0±- a0 1.0 Forest duff MATERIAL DESCRIPTION SM 2.5 V (SM) Light brown mottled fine silty sand with some gravel (dense, wet) (Weathered Glacial Till) ML 8.0 (ML) Gray/brown silt with some gravel (hard, moist) (Unweathered Glacial Till) No caving observed Slow groundwater seepage observed at 2.5 feet The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 8.0 feet. 0 0 0 0 D 0 0 0 0 0 0 0 0 D 0 0 0 0 0 Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 Telephone: 253-537-9400. Fax: 253-537-9401 CLIENT Cary Lanq Construction TEST PIT NUMBER TP -2 PAGE 1 OF 1 Figure A-3 PROJECT NAME 13945 53rd Ave S Geotech PROJECT NUMBER P934 -T17 PROJECT LOCATION 13945 53rd Ave S, Tukwila, WA DATE STARTED 3/31/17 COMPLETED 3/31/17 EXCAVATION CONTRACTOR Owner -Operator EXCAVATION METHOD Rubber Tired Backhoe LOGGED BY ZLL CHECKED BY JEB NOTES GROUND ELEVATION GROUND WATER LEVELS: V AT TIME OF EXCAVATION TEST PIT SIZE 1.50 ft Slow seepage AT END OF EXCAVATION — AFTER EXCAVATION — 2 w 0.0 U vi 0 0 a0 MATERIAL DESCRIPTION SM 44*•• •�.�• 1.5 p (SM) Gray silty sand with gravel and brick debris (loose, wet) (Fill) SM 2.5 2:5 (SM) Light brown mottled fine silty sand with some gravel (dense, wet) (Weathered Glacial Till) No caving observed Slow groundwater seepage observed at 1.5 feet The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 2.5 feet. 1111 MiTek� Re: B1701676 2575-3 FIL2 MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by ProBuild West (Arlington, WA). Pages or sheets covered by this seal: K3039099 thru K3039167 My license renewal date for the state of Washington is September 28, 2018. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 6 2017 City of Tukwila BUILDING DIVISION bt1 ooq(, April 5,2017 Zhao, Xiaoming IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. RECEIVED CITY OF TUKWILA APR 17 2017 PERMIT CENTER Job Truss Truss Type Qty Ply 2575-3 K3039099 B1701676 A01 Caflfornia Girder 1 Job Reference (optional) ProBuild Arlington, N Arlington, WA 98223 -2-0-0 1 4-4-15 1 7-2-0 7-10-5 11-0-2 14-10-4 2-0-0 4-4-15 2-9-1 0-8-1 3-1-3 3-10-2 4.00 12 5x12 % 4x6 = 4x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 0413:20:58 2017 Page 1 I D:vyGpOUYMSYmtHz5lybq PgyzPFxK-EPR6oWb18JLZM KIrazncAMH7n IbbISOmufbel yzU3zZ 20-0-0 1 25-1-12 1 28-11-14 32-1-1 3211010 35-7-1 39-6-8 5-1-12 5-1-12 3-10-2 3-1-3 0-8-1 2-9-1 - 3-11-7 2x4 11 4x4 = 4x10 = 4x8 = 5x12 2x4 4 1 22 5 23 2 25 6 26_ 27 7 _ 28 29 9 30 31 0 32 33 11 2x4 Zx12 i� I j.I 3 a ra Scale = 1:74.3 34 35 36 20 37 4x8 = 1 7-2-0 1 7-2-0 38 19 39 18 40 6x18 MT18H = 4x6 = 14-10-4 41 20-0-0 17 42 4x8 = 7-8-4 5-1-12 1 25-1-12 43 6 44 15 45 4x8 = 6x18 MT18H = 32-10-0 46 14 47 4x8 = 48 39-6-8 49 4x10 = 5-1-12 7-8-4 6-8-8 Plate Offsets (X.Y)-- [2:0-5-3.0-3-0]. [16:0-3-8,0-2-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.72 BC 0.58 WB 0.83 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.79 17 >598 240 Vert(CT) -1.29 17 >365 180 Horz(CT) 0.20 13 n/a n/a PLATES GRIP MT20 185/148 MT18H 220/195 Weight: 417 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 `Except* 4-8,8-11: 2x6 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF Stud/Std REACTIONS. (Ib/size) 13=4188/Mechanical, 2=4078/0-5-8 Max Horz 2=46(LC 44) Max Upliftl3=-328(LC 7), 2=-380(LC 6) Max Gray 13=4405(LC 29), 2=4423(LC 29) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins, except 2-0-0 oc purlins (4-9-6 max.): 4-11. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=11543/983, 3-4=-11773/1000, 4-21=11135/961, 21-22=-11135/961, 5-22=-11135/961, 5-23=-17375/1571, 23-24=-17375/1571, 24-25=-17375/1571, 6-25=-17375/1571, 6-26=-18340/1701, 26-27=-18340/1701, 7-27=-18340/1701, 7-28=-18340/1701, 8-28=-18340/1701, 8-29=-18340/1701, 9-29=-18340/1701, 9-30=-17048/1517, 30-31=-17048/1517, 31-32=-17048/1517, 10-32=-17048/1517, 10-33=-10541/825, 11-33=-10541/825, 11-12=-11166/860, 12-13=-10760/842 BOT CHORD 2-34=-930/10842, 34-35=-930/10842, 35-36=-930/10842, 20-36=-930/10842; 20-37=-1354/14796, 37-38=-1354/14796, 19-38=-1354/14796, 19-39=-1354/14796, 18-39=-1354/14796, 18-40=-1529/17375, 40-41=-1529/17375, 17-41=-1529/17375, 17-42=-1456/17048, 42-43=-1456/17048, 16-43=-1456/17048, 16-44=-1232/14287, 15-44=-1232/14287, 15-45=-1232/14287, 45-46=-1232/14287, 14-46=-1232/14287, 14-47=-764/10049, 47-48=-764/10049, 48-49=-764/10049, 13-49=-764/10049 WEBS 3-20=-279/833, 4-20=-157/2585, 5-20=-4318/529, 5-18=-216/3014, 6-18=-1244/269, 6-17=-142/1128, 7-17=-840/239, 9-17=-250/1511, 9-16=-1412/318, 10-16=-294/3263, 10-14=-4430/568, 11-14=-166/2649, 12-14=-192/1043 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. Continued on page 2 April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. mit MiTek* 250 Klug Circle Corona, CA 92880 Job l Truss Truss Type Qty Ply 2575-3 K3039099 81701676 A01 California Girder 1 2 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:20:59 2017 Page 2 I D:vyGpOUYMSYmtHzSlybgPgyzPFxK-is?U?sbNvdTQzUt28gIgZplXhxq Uvev6J LCZ0zU3zY NOTES - 6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf 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. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 328 Ib uplift at joint 13 and 380 Ib uplift at joint 2. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 307 Ib down and 130 Ib up at 7-11-12, 325 Ib down and 110 Ib up at 10-0-12, 317 Ib down and 114 Ib up at 12-0-12, 280 Ib down and 114 Ib up at 14-0-12, 257 Ib down and 114 Ib up at 16-0-12, 252 Ib down and 115 Ib up at 18-0-12, 252 Ib down and 115 Ib up at 20-0-0, 252 Ib down and 115 Ib up at 21-11-4, 257 Ib down and 114 Ib up at 23-11-4, 280 Ib down and 114 Ib up at 25-11-4, and 317 Ib down and 114 Ib up at 27-11-4, and 325 Ib down and 110 Ib up at 29-11-4 on top chord, and 103 Ib down at 2-0-12, 103 Ib down at 4-0-12, 510 Ib down and 93 Ib up at 6-0-12, 103 Ib down at 8-0-12, 103 Ib down at 10-0-12, 103 Ib down at 12-0-12, 103 Ib down at 14-0-12, 103 Ib down at 16-0-12, 103 Ib down at 18-0-12, 103 Ib down at 20-0-0, 103 Ib down at 21-11-4, 103 Ib down at 23-11-4, 103 Ib down at 25-11-4, 103 Ib down at 27-11-4, 103 Ib down at 29-11-4, 103 Ib down at 31-11-4, 289 Ib down and 21 Ib up at 33-11-4, and' 289 Ib down and 21 Ib up at 35-11-4, and 403 Ib down and 34 Ib up at 37-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-11=-70, 11-13=-70, 2-13=-16 Concentrated Loads (Ib) Vert: 19=-46(B) 7=-182 17=-46(B) 15=-46(B) 21=-208 22=-259 23=-247 25=-210 26=-187 27-182 28=-182 29=-187 30=-210 31=-247 33=-259 34=-46(B) 35=-46(B) 36=-510(B) 37=-46(B) 38=-46(B) 39=-46(B) 40=-46(B) 41=-46(B) 42=-46(B) 43=-46(B) 44=-46(B) 45=-46(B) 46=-46(B) 47=289(B) 48=-289(B) 49=403(B) A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039100 B1701676 AO1A CALIFORNIA GIRDER 1 2 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -2-0-0 I 4-4-15 1 7-2-0 7-10.1 11-0-2 14-10-4 2-0-0 4-4-15 2-9-1 0-8-15 3-1-3 3-10-2 4.00 12 2x4 5x8 1 ID 20-0-0 4x4 = 4x4 = 4 1 w 22 4,, 23 24, 25 6,„ 26 • 27 rsa 7 ▪ 28 ,.„8 29 im 30 r91 5-1-12 2x4 II 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:03 2017 Page 1 GpOUYMSYmtHzSlybgPgyzPFxK-bNE?rEfuys_sS5BpN WNntP_5uJOIQmxV 1 xJPi9zU3zU 25-1-12 28-11-14 32-1-1 32r101.0 35-7-1 39-6-8 5-1-12 3-10-2 3-1-3 0-8-15 2-9-1 3-11-7 4x10 = 4x8 = 5x8 4x6 = 31 32,;„ 33 1 34 2x4 12 4x6 = 20 35 36 37 38 4x8 = 7-2-0 7-2-0 39 1940 18 41 4x8 = 4x4 = 14-10-4 C�7 Scale = 1:74.0 13 42 17 43 44 16 45 15 46 47 14 48 49 50 4x6 = 5x16 = 20-0-0 7-8-4. 5-1-12 1 4x6 = 4x8 = 25-1-12 5-1-12 1 32-10-0 4x8 = 7-8-4 1 39-6-8 6-8-8 ]7 6 Plate Offsets (X Y)- [9:0-3-8,0-2-0].[13:0-1-6,0-0-2] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.32 BC 0.26 WB 0.62 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.15 18-20 >999 240 Vert(CT) -0.24 18-20 >999 180 Horz(CT) 0.03 16 n/a n/a PLATES GRIP MT20 185/148 Weight: 417 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 'Except* 4-8,8-11: 2x6 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF Stud/Std'Except* 6-17,9-17: 2x4 HF No.2 REACTIONS. (Ib/size) 13=743/Mechanical, 2=2141/0-5-8, 16=5315/0-3-8 (req. 0-4-8) Max Horz 2=46(LC 6) Max Upliftl3=-45(LC 11), 2=-210(LC 6), 16=-492(LC 7) Max Gray 13=913(LC 29), 2=2446(LC 29), 16=5458(LC 29) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-12 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-11. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5572/488, 3-4=-5370/466, 4-21=-5065/455, 21-22=-5065/455, 5-22=-5065/455, 5-23=-4623/479, 23-24=-4623/479, 24-25=-4623/479, 6-25=-4623/479, 6-26=-1171/217, 26-27=-1171/217, 7-27=-1171/217, 7-28=-1171/217, 8-28=-1171/217, 8-29=-1171/217, 9-29=-1171/217, 9-30=-366/4415, 30-31=-366/4415, 31-32=-366/4415, 10-32=-366/4415, 10-33=-479/27, 33-34=-479/27, 11-34=-479/27, 11-12=-529/22, 12-13=-1047/55 BOT CHORD 2-35=-460/5201, 35-36=-460/5201, 36-37=-460/5201, 20-37=-460/5201, 20-38=-569/5442, 38-39=-569/5442, 19-39=-569/5442, 19-40=-569/5442, 18-40=-569/5442, 18-41=-444/4623, 41-42=-444/4623, 17-42=-444/4623, 17-43=-4415/415, 43-44=-4415/415, 16-44=-4415/415, 16-45=-1538/130, 15-45=-1538/130, 15-46=-1538/130, 46-47=-1538/130, 14-47=-1538/130, 14-48=-20/953, 48-49=-20/953, 49-50=-20/953, 13-50=-20/953 WEBS 3-20=-348/248, 4-20=-17/942, 5-20=-599/297, 5-18=-992/144, 6-18=0/743, 6-17=-3857/306, 7-17=-739/233, 9-17=-616/5891, 9-16=-3384/479, 10-16=-3366/348, 10-14=-40/2224, 11-14=-360/118, 12-14=-588/101 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131'X3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. Continued on page 2 April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039100 B1701676 A01A CALIFORNIA GIRDER 1 2 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:03 2017 Page 2 I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-bNE?rEfuys_sS5BpN WNntP_5uJOIQmxV 1 xJPi9zU3zU NOTES - 6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding, 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) WARNING: Required bearing size at joint(s) 16 greater than input bearing size. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 Ib uplift at joint 13, 210 Ib uplift at joint 2 and 492 Ib uplift at joint 16. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 307 Ib down and 130 Ib up at 7-11-12, 325 Ib down and 110 Ib up at 10-0-12, 317 Ib down and 114 Ib up at 12-0-12, 280 Ib down and 114 Ib up at 14-0-12, 257 Ib down and 114 Ib up at 16-0-12, 252 Ib down and 115 Ib up at 18-0-12, 252 Ib down and 115 Ib up at 20-0-0, 252 Ib down and 115 Ib up at 21-11-4, 257 Ib down and 114 Ib up at 23-11-4, 280 Ib down and 114 Ib up at 25-11-4, 303 Ib down and 114 Ib up at 27-11-4, and 303 Ib down and 114 Ib up at 29-11-4, and 317 Ib down and 114 Ib up at 31-11-4 on top chord, and 103 Ib down at 2-0-12, 103 Ib down at 4-0-12, 510 Ib down and 93 Ib up at 6-0-12, 103 Ib down at 8-0-12, 103 Ib down at 10-0-12, 103 Ib down at 12-0-12, 103 Ib down at 14-0-12, 103 Ib down at 16-0-12, 103 Ib down at 18-0-12, 103 Ib down at 20-0-0, 103 Ib down at 21-11-4, 103 Ib down at 23-11-4, 103 Ib down at 25-11-4, 103 Ib down at 27-11-4, 103 Ib down at 29-11-4, 103 Ib down at 31-11-4, 103 Ib down at 33-11-4, and 348 Ib down and 41 Ib up at 35-11-4, and 313 Ib down and 33 Ib up at 37-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-11=-70, 11-13=-70, 2-13=-16 Concentrated Loads (Ib) Vert: 19=-46(F) 7=-182 17=-46(F) 15=-46(F) 21=-208 22=-259 23=-247 25=-210 26=-187 27=-182 28=-182 29=-187 30=-210 31=-233 33=-233 34=-247 35=-46(F) 36=-46(F) 37=-510(F) 38=-46(F) 39=-46(F) 40=-46(F) 41=-46(F) 42=-46(F) 43=-46(F) 44=-46(F) 45=-46(F) 46=-46(F) 47=-46(F) 48=-46(F) 49=-348(F) 50=-313(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039101 B1701676 A02 California 1 1 Job Reference (optional) . ProBuild Arlington, -2-0-0 0-0 9 FIz0, Arlington,WA 98223 5-6-7 9-2-0 9J0-15 14-10-4 5-6-7 3-7-9 0-8-15 4-11-5 5x12 4.00 12 4x8 = 5 19 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:05 2017 Page 1 ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-XmMIGvg8UTEahPLBUxPFyg3JM6vYugYoVFoWn2zU3zS 20-0-0 I 25-1-12 30-1-1 30-1010 34-5-9 39-6-8 5-1-12 5-1-12 4-11-5 0-8-15 3-7-9 5-0-15 2x4 I I 4x8 = 4x8 = 6 5x12 8 9 Scale = 1:74.3 4x10 = 1817 16 8x16 MT2OHS WB = 4x8 = 2x4 11 9-2-0 9-2-0 14-10-4 20-0-0 15 1413 12 3x8 = 2x4 II 4x8 = 8x16 MT2OHS WB = 25-1-12 30-10-0 39-6-8 11 4x10 = 5-8-4 5-1-12 5-1-12 5-8-4 8-8-8 0) Plate Offsets (X.Y)— [2:0-0-3 Edge]. [11:0-0-0.0-0-91 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.77 BC 0.94 WB 0.61 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.83 15 >564 240 Vert(CT) -1.26 15-16 >374 180 Horz(CT) 0.32 11 n/a n/a PLATES MT20 MT2OHS GRIP 185/148 165/146 Weight: 185 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 4-7,7-9: 2x6 DF No.2 BOT CHORD 2x4 DF 1800F 1.6E WEBS 2x4 HF Stud/Std OTHERS 2x6 SP No.2 REACTIONS. (Ib/size) 11=1681/Mechanical, 2=1846/0-5-8 Max Horz 2=51(LC 14) Max Uplift l 1=-108(LC 7), 2=-167(LC 6) Max Gray 11=1807(LC 28), 2=1928(LC 29) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4912/296, 3-4=-5002/257, 4-5=-4739/257, 5-19=-7164/364, 6-19=-7164/364, 6-7=-7164/364, 7-8=-7164/364, 8-9=-4638/269, 9-10=-4897/271, 10-11=-4705/311 BOT CHORD 2-18=-265/4599, 17-18=-296/6606, 16-17=-296/6606, 15-16=-296/6606, 14-15=-277/6557, 13-14=-277/6557, 12-13=-277/6557, 11-12=-254/4376 WEBS 3-18=-412/226, 4-18=0/1026, 5-18=-2108/148, 5-15=-42/645, 6-15=-574/76, 8-15=-41/701, 8-12=-2167/144, 9-12=-6/1000, 10-12=-327/344 Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (2-6-6 max.): 4-9. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 5-18, 8-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live Toad of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf 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. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 Ib uplift at joint 11 and 167 Ib uplift at joint 2. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek- 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039102 B1701676 AO2A CALIFORNIA 1 1 Job Reference (optional) ProBuild Arlington, 01 Arlington, WA 98223 -2-0-0 5-6-7 I 9-2-0 9-10-15 14-10-4 2-0-0 5-6-7 3-7-9 0-8-15 4-11-5 4.00 12 2x4 3 5x8 % 4 sa w 4x8 = 5W 19 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:07 2017 Page 1 ID:vyGpOUYMSYmtHz5lybq PgyzPFxK-T8U WhbiPO4UHxjUacMSj2F9iEwjkMVy5yZHdrxzU3z0 20-0-0 25-1-12 I 30-1-1 30x10r0 34-5-9 39-6-8 5-1-12 5-1-12 4-11-5 0-8-15 3-7-9 5-0-15 2x4 II 6 4x8 = 5x12 = 7 w L31 5x8 9 2 3x6 % 9-2-0 9-2-0 18 3x8 = 17 3x6 14-10-4 16 2x4 II 20-0-0 15 5x12 = 25-1-12 14 3x4 II 13 3x6 = 30-10-0 12 4x10 = Scale = 1:74.2 2x4 10 11 39-6-8 3x6 = 5-8-4 5-1-12 5-1-12 5-8-4 8-8-8 [y, 0 Plate Offsets (X Y)-- [2:0-3-14.0-1-81 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 LUMBER - TOP CHORD BOT CHORD WEBS SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.55 BC 0.45 WB 0.87 (Matrix) DEFL. in (loc) Udefl Ud Vert(LL) -0.15 2-18 >999 240 Vert(CT) -0.31 2-18 >979 180 Horz(CT) 0.04 14 n/a n/a PLATES GRIP MT20 185/148 Weight: 177 Ib FT = 20% 2x4 HF No.2 `Except* 4-7,7-9: 2x6 DF No.2 2x4 DF 1800F 1.6E 2x4 HF Stud/Std `Except* 5-15,8-15: 2x4 HF No.2 REACTIONS. (Ib/size) 11=314/Mechanical, 2=1063/0-5-8, 14=2149/0-3-8 (req. 0-4-6) Max Horz 2=51(LC 10) Max Uplift11=46(LC 11), 2=-123(LC 6), 14=-122(LC 7) Max Gray 11=553(LC 33), 2=1288(LC 29), 14=2669(LC 28) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2155/167, 3-4=-1926/120, 4-5=-1819/127, 5-19=-711/70, 6-19=-711/70, 6-7=-711/70, 7-8=-711/70, 8-9=-187/267, 9-10=-256/311, 10-11=-891/145 BOT CHORD 2-18=-144/1942, 17-18=-86/1896, 16-17=-86/1896, 15-16=-86/1896, 14-15=-1415/90, 13-14=-1415/90, 12-13=-1415/90, 11-12=-91/782 WEBS 3-18=-597/106, 5-18=-92/540, 5-15=-1370/84, 6-15=-472/72, 8-15=-120/2457, 8-14=-2573/166, 8-12=-57/1464, 9-12=-360/61, 10-12=-741/103 Structural wood sheathing directly applied or 3-4-13 oc purlins, except 2-0-0 oc purlins (5-4-3 max.): 4-9. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) WARNING: Required bearing size at joint(s) 14 greater than input bearing size. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 Ib uplift at joint 11, 123 Ib uplift at joint 2 and 122 Ib uplift at joint 14. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. =1 MiTek' 250 Klug Circle Corona, CA 92880 Job ' Truss Truss Type Qty Ply 2575-3 K3039103 B1701676 A03 CALIFORNIA 1 1 Job Reference (optional) n ProBuild Arlington, Arlington,WA 98223 2-0-0 5-11-5 5-11-5 4.00 riY 3x4 1 11-2-0 11110-115 5-2-11 0-8-1 8x8 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:08 2017 Page I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-xK1 uuxi 1 nOc8Ys3mA3zyaThmTKzA515EBDOANNzU3zP 18-8-12 g0-0-0?1-3-41 28-1-1 2f-1010 34-0-11 1 40-0-0 6-9-13 1-3-4 1-3-4 6-9-13 0-8-155 5-2-11 5-11-5 8x8 = 3x4 Scale = 1:73.7 4x10 = 17 16 15 2x4 11 5x12 MT2OHS WB = 3x4 = 14 13 4x10 = 3x8 = 5-11-5 11-2-0 -1 18-8-12('0-0-0F11-3-41 5-11-5 5-2-11 7-6-12 1-3-4 1-3-4 12 11 3x4 = 5x12 MT2OHS WB = 28-10-0 7-6-12 1 34-0-11 10 2x4 11 5-2-11 1 40-0-0 5-11-5 1 1;N d 6 d v Plate Offsets (X.Y)— [2:0-0-3 Edge]. [4:0-4-0,0-2-6] [7:0-4-0.0-2-61.19:0-0-3.Edge]. [13:0-3-8.0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 LUMBER - TOP CHORD BOT CHORD WEBS OTHERS REACTIONS. SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.97 BC 0.82 WB 0.56 (Matrix) DEFL. in (Loc) I/defl Vert(LL) -0.59 13-14 >803 Vert(CT) -0.95 14-16 >501 Horz(CT) 0.25 9 n/a L/d 240 180 n/a PLATES MT20 MT2OHS GRIP 185/148 165/146 Weight: 182 Ib FT = 20% 2x4 HF No.2 *Except* 4-7: 2x6 DF No.2 2x4 DF 1800F 1.6E 2x4 HF Stud/Std *Except* 4-14,7-13: 2x4 HF No.2 2x4 HF No.2 (Ib/size) 9=1696/0-5-8, 2=1861/0-5-8 Max Horz 2=59(LC 10) Max Uplift9=-105(LC 7), 2=-162(LC 6) Max Gray 9=1834(LC 29), 2=2093(LC 29) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4556/252, 3-4=-4438/248, 4-5=-5562/293, 5-6=-5562/293, 6-19=-5567/303, 7-19=-5567/303, 7-8=-4449/262, 8-9=-4686/290 BOT CHORD 2-17=-230/4265, 16-17=-230/4265, 15-16=-183/4218, 14-15=-183/4218, 13-14=-217/5567, 12-13=-163/4226, 11-12=-163/4226, 10-11=-235/4331, 9-10=-235/4331 WEBS 3-16=-765/96, 4-14=-115/1498, 4-16=0/403, 5-14=-580/83, 7-11=0/431, 6-13=-581/97, 7-13=-112/1494, 8-11=-873/110 Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-2-0 max.): 4-7. Rigid ceiling directly'applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 Ib uplift at joint 9 and 162 Ib uplift at joint 2. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039104 B1701676 AO3A CALIFORNIA 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 1 -2-0-0 5-11-5 2-0-0 1 24 d 5-11-5 4.00 12 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:10 2017 Page ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-uj9eJdkHJ?ssoAD9H U?QfumC?7nEZvnXeXV HSFzU3zN 11-2-0 11110-115 18-8-12 1 21-3-4 28-1-1 28.1010 34-0-11 1 39-6-8 5-2-11 0-8-15 6-9-13 2-6-8 6-9-13 0-8-15 5-2-11 5-5-13 5x8 \\ 4 2x4 11 4x6 5 8x8 = 6 25 7 3x4 3 3x4 8 Scale = 1:72.9 3x6 = 5-11-5 5-11-5 17 2x4 I I 11-2-0 6 15 3x6 = 3x4 5-2-11 14 5x8 = 13 3x6 = 18-8-12 21-3-4 7-6-12 2-6-8 ret 3x4 =- 3x6 3x6 = 28-10-0 7-6-12 1 10 2x4 II 34-0-11 5-2-11 1 39-6-8 9 3x6 = 5-5-13 d Plate Offsets (X.Y)-- [7:0-4-0.0-2-6] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.58 BC 0.27 WB 0.68 (Matrix -S) DEFL. in (loc) I/defl Vert(LL) -0.09 16-17 >999 Vert(CT) -0.15 14-16 >999 Horz(CT) 0.04 9 n/a Lid 240 180 n/a PLATES GRIP MT20 185/148 Weight: 177 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 4-7: 2x6 DF No.2 BOT CHORD 2x4 DF 1800E 1.6E WEBS 2x4 HF Stud/Std `Except* 4-14,7-13: 2x4 HF No.2 REACTIONS. (Ib/size) 9=529/Mechanical, 2=850/0-5-8, 13=2161/0-3-8 (req. 0-4-1) Max Horz 2=61(LC 10) Max Uplift9=-47(LC 7), 2=-105(LC 6), 13=-112(LC 6) Max Gray 9=757(LC 33), 2=1156(LC 29), 13=2452(LC 28) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1739/116, 3-4=-876/92, 4-5=0/771, 5-6=0/771, 6-25=-8/1389, 7-25=-8/1389, 7-8=-546/80, 8-9=-1470/114 BOT CHORD 2-17=-105/1576, 16-17=-105/1576, 15-16=-38/743, 14-15=-38/743, 13-14=-1389/80, 12-13=-51/425, 11-12=-51/425, 10-11=-73/1323, 9-10=-73/1323 WEBS 3-16=-972/86, 4-16=0/466, 4-14=-1558/77, 5-14=-545/82, 6-14=-74/1321, 6-13=-1734/149, 7-13=-1815/85, 7-11=0/480, 8-11=-1052/88 Structural wood sheathing directly applied, except 2-0-0 oc purlins (10-0-0 max.): 4-7. Rigid ceiling directly applied. 1 Row at midpt 4-14, 7-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) WARNING: Required bearing size at joint(s) 13 greater than input bearing size. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 Ib uplift at joint 9, 105 Ib uplift at joint 2 and 112 Ib uplift at joint 13, 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 5,2017 a WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use onty with MiTekS1 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DS13-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039105 B1701676 A04 CALIFORNIA 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 1-2-0-0 7-3-13 2-0-0 7-3-13 13-2-0 6x10 5-10-3 13-110-115 18-8-12 0-8-15 4-9-13 4.00 12 6x10 \\ 4 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:12 2017 Page 1 ID:vyGpOUYMSYmtHz5 ybqPqyzPFxK-g6HPkJmXrd6a 1 U NYPv1 uIJsTJxKO1 nsg6r_O WBzU3zL 21-3-4 1 26-1-1 26r1010 32-8-3 40-0-0 { 42-0-0 2-6-8 4-9-13 0-8- 5 5-10-3 7-3-13 2-0-0 2x4 11 2x4 11 MI IR]5,53,0 21 as IPI 6x10 1/ 6x10 3 8 Scale = 1:76.0 d 2 19 4x8 = 1817 6 2x4 II 5x12 MT2OHS WB = 4x4 = 7-3-13 i 13-2-0 18-8-12 7-3-13 5-10-3 5-6-12 15 14 13 12 3x6 = 3x6 = 1 21-3-4 2-6-8 26-10-0 4x4 = 5x12 MT2OHS WB = 32-8-3 11 2x4 II 40-0-0 9 22 4x8 = 5-6-12 5-10-3 7-3-13 10) 0 of 4 Plate Offsets (X.Y)-- [2:0-1-6.Edge]. [3:0-4-8.0-3-4]. [8:0-4-8.0-3-4]. [9:0-1-6.Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 DL 8.0 BC SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.91 BC 0.80 WB 0.83 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.42 15 >999 240 Vert(CT) -0.70 13-14 >679 180 Horz(CT) 0.24 9 n/a n/a PLATES MT20 MT2OHS GRIP 185/148 165/146 Weight: 185 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.2 *Except* 4-7: 2x6 DF 2400F 2.0E, 1-3,8-10: 2x4 DF 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E WEBS 2x4 HF Stud/Std OTHERS 2x4 HF No.2 REACTIONS. (lb/size) 2=1856/0-5-8, 9=1856/0-5-8 Max Horz 2=-59(LC 11) Max Uplift2=-156(LC 6), 9=-156(LC 7) Max Gray 2=2236(LC 29), 9=2236(LC 29) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-19=-4885/207, 3-19=-4868/236, 3-4=-3804/225, 4-20=-4220/230, 5-20=-4220/230, 5-6=-4220/230, 6-21=-4220/230, 7-21=-4220/230, 7-8=-3804/225, 8-22=-4868/236, 9-22=-4885/208 BOT CHORD 2-18=-202/4495, 17-18=-203/4493, 16-17=-203/4493, 15-16=-139/3575, 14-15=-139/4220, 13-14=-87/3575, 12-13=-152/4493, 11-12=-152/4493, 9-11=-150/4495 WEBS 3-16=-1047/101, 4-16=0/509, 4-15=-83/825, 6-14=-455/85, 7-14=-83/825, 7-13=0/509, 8-13=-1047/102, 5-15=-455/85 Structural wood sheathing directly applied, except 2-0-0 oc purlins (4-10-3 max.): 4-7. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf 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, with BCDL = 8.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156 Ib uplift at joint 2 and 156 Ib uplift at joint 9. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 5,2017 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039106 B1701676 AO4A CALIFORNIA o 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -2-0-0 1 7-3-13 2-0-0 7-3-13 4.00 12 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:13 2017 Page ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-I Irnxem9cwERfeykydY7 H WOeVLkKm BizKVkx3azU3zK 26-10-0 13-2-0 13-1105 18-8-12 21-3-4 1 26-1-1 21-8- 32-8-3 5-10-3 0-8-1 4-9-13 2-6-8 4-9-13 0-7- 5-10-3 0-1-12 6x10 \\ 4 2x4 I I 2x4 11 5 19 620 8 5x8 // 7 39-6-8 6-10-5 Scale = 1:72.7 5x8 8 9 3x6 17 2x4 11 7-3-13 1 13-2-0 7-3-13 5-10-3 16 15 3x6 = 4x4 = 18-8-12 14 13 3x6 = 3x6 = 5-6-12 21-3-4 26-10-0 2-6-8 5-6-12 ml 12 11 4x4 = 1 3x6 = 32-8-3 10 2x4 11 39-6-8 3x8 = 5-10-3 6-10-5 N 6 Plate Offsets (X Y)--. [2:0-3-14.0-1-81 17:0-2-1 0-2-8].[9:0-0-0.0-0-9] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.95 BC 0.56 WB 0.99 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.22 14-15 >999 240 Vert(CT) -0.37 14-15 >681 180 Horz(CT) 0.07 9 n/a n/a PLATES GRIP MT20 185/148 Weight: 172 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 4-7: 2x6 DF No.2 BOT CHORD 2x4 DF 1800F T.6E WEBS 2x4 HF Stud/Std REACTIONS. (lb/size) 9=660/Mechanical, 2=966/0-5-8, 13=1900/0-3-8 Max Holz 2=67(LC 10) Max Uplift9=-51(LC 7), 2=-121(LC 6), 13=-86(LC 7) Max Gray 9=885(LC 29), 2=1301(LC 29), 13=1995(LC 29) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (2-2-0 max.): 4-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-14. WEBS 1 Row at midpt 4-14, 8-12 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-18=-2089/107, 3-18=-1990/132, 3-4=-1007/117, 4-5=-128/529, 5-19=-128/529, 6-19=-128/529, 6-20=-128/529, 7-20=-128/529, 7-8=-545/87, 8-9=-1703/123 BOT CHORD 2-17=-114/1880, 16-17=-114/1880, 15-16=-114/1880, 14-15=-44/867, 13-14=-529/192, 12-13=0/442, 11-12=-69/1492, 10-11=-69/1492, 9-10=-69/1492 WEBS 3-15=-1212/95, 4-15=0/631, 7-12=0/514, 4-14=-1568/68, 6-13=-1337/117, 7-13=-1005/60, 8-12=-1320/101, 8-10=0/263, 5-14=0/769 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 Ib uplift at joint 9, 121 Ib uplift at joint 2 and 86 Ib uplift at joint 13. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039107 B1701676 A05 CALIFORNIA 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 1-2-0-0 5-1-14 2-0-0 5-1-14 7.640 s Sep 29 2015 MiTek (Industries, Inc. Tue Apr 04 13:21:14 2017 Page ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-mUP99_noN EMI HnXwWK4MgkxrIk08VIx7Z9TUb1 zU3zJ 11-2-5 I 15-2-0 15-fIO-J15 20-0-0 1-3-41 24-1-12411010 28-9-11 34-10-2 40-0-0 142-0-0 6-0-7 3-11-11 0-8-15 4-1-1 1-3-4 2-9-13 0-8-15 3-11-11 6-0-7 5-1-14 2-0-0 4.00 12 5x8 6 5x8 3x4 3x10 Scale = 1:76.0 8 4x10 = 7-7-6 7-7-6 20 19 18 3x4 = 5x12 MT2OHS WB = 15-2-0 3x8 = 7-6-10 17 16 2x4 I I 3x8 = 5x12 MT2OHS WB = 20-0-0 1-3-4l 24-10-0 4-10-0 1-3-4 3-6-12 15 14 32-4-10 3x4 = 40-0-0 4x10 = 7-6-10 7-7-6 Plate Offsets (X Y)-- [2:0-0-3 Edge]. [12:0-0-3,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.79 BC 0.78 WB 0.54 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.48 17 >979 Vert(CT) -0.77 17-18 >620 Horz(CT) 0.25 12 n/a Ud 240 180 n/a PLATES MT20 MT2OHS GRIP 185/148 165/146 Weight: 191 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E *Except* 6-8: 2x6 DF 2400F 2.0E BOT CHORD 2x4 DF 1800F 1.6E WEBS 2x4 HF Stud/Std *Except* 7-18: 2x4 HF No.2 OTHERS 2x4 HF No.2 REACTIONS. (Ib/size) 2=1856/0-5-8, 12=1856/0-5-8 Max Horz 2=-67(LC 11) Max Uplift2=-149(LC 6), 12=-149(LC 7) Max Gray 2=2386(LC 29), 12=2386(LC 29) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-21=-5503/224, 3-21=-5345/241, 3-4=-4967/184, 4-5=-4864/199, 5-6=-3832/195, 6-7=-3574/195, 7-8=-3568/195, 8-9=-3829/197, 9-10=-4866/198, 10-11=-4969/184, 11-22=-5346/241,12-22=-5504/223 BOT CHORD 2-20=-226/5103, 19-20=-159/4217, 18-19=-159/4217, 17-18=-82/3650, 16-17=-82/3650, 15-16=-102/4216, 14-15=-102/4216, 12-14=-168/5104 WEBS 3-20=-581/119, 5-20=0/576, 5-18=-854/109, 6-18=0/782, 7-16=-548/74, 8-16=-18/821, 9-16=-859/108, 9-14=0/580, 11-14=-580/120, 7-18=-459/166 Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (5-5-0 max.): 6-8. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 Ib uplift at joint 2 and 149 Ib uplift at joint 12. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 5,2017 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039108 B1701676 AO5A CALIFORNIA 1 1 Job Reference (optional) ProBuild Arlington, 8 d -2-0-0 2-0-0 Arlington,WA 98223 5-1-14 5-1-14 4.00 12 11-2-5 6-0-7 3x8 3x6 % 5 15-2-0 15110115 3-11-11 0-8-15 5x8 % 6 20 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:15 2017 Page 1 ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-EhzXMKoQ8YU9ux6741bbMxU0H8KOEAiGooD27TzU3zl 24-1-1 240010 28-9-11 34-10-2 39-6-8 8-2-2 0-8-15 3-11-11 6-0-7 4-8-6 4x4 = 7 5x8 8 3x6 9 Scale = 1:74.1 19 2x4 3 4 2x4 i 10 21 2 11 f1 3x10 = 18 17 16 3x6 = 5x8 WB = 3x6 = 7-7-6 7-7-6 15-2-0 7-6-10 15 2x4 I I 14 3x8 = 13 12 4x6 = 21-3-4 24-10-0 32-4-10 6-1-4 3-6-12 7-6-10 3x4 = 39-6-8 4x8 = 7-1-14 Plate Offsets (X Y)— LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 (2:0-5-2.0-1-81 111:0-0-0 0-0-131 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.80 BC 0.91 WB 0.70 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.66 16-18 >384 Vert(CT) -1.00 16-18 >252 Horz(CT) 0.16 11 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 173 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS OTHERS 2x4 DF 1800F 1.6E *Except* 6-8: 2x6 DF 2400F 2.0E, 8-11: 2x4 HF No.2 2x4 DF 1800F 1.6E 2x4 HF Stud/Std 2x4 HF No.2 REACTIONS. (Ib/size) 11=1138/Mechanical, 2=1376/0-5-8, 15=1017/0-3-8 Max Horz 2=75(LC 10) Max Uplift11=39(LC 7), 2=-141(LC 6), 15=-97(LC 7) Max Gray 11=1553(LC 29), 2=1893(LC 29), 15=1191(LC 18) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-19=-4062/200, 3-19=-3904/218, 3-4=-3520/161, 4-5=-3421/176, 5-6=-2169/164, 6-20=-1949/165, 7-20=-1949/165, 7-8=-1839/114, 8-9=-2028/115, 9-10=-3262/69, 10-21=-3631/119, 11-21=-3788/102 BOT CHORD 2-18=-213/3743, 17-18=-145/2778, 16-17=-145/2778, 15-16=-71/1949, 14-15=-71/1949, 13-14=-34/2560, 12-13=-34/2560, 11-12=-81/3477 WEBS 3-18=-592/115, 5-18=0/679, 6-16=-3/733, 8-14=-24/782, 5-16=-1112/106, 7-14=-621/323, 9-14=-962/113, 9-12=0/629, 10-12=-574/126, 7-15=-990/135 Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (5-8-7 max.): 6-8. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf 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, with BCDL = 8.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 Ib uplift at joint 11, 141 Ib uplift at joint 2 and 97 Ib uplift at joint 15. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M9-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. =1 MiTek* 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oty Ply 2575-3 K3039109 81701676 A06 CALIFORNIA 1 1 Job Reference (optional) ProBuild Arlington, Adington,WA 98223 -2-0-0 5-1-13 2-0-0 5-1-13 15-2-0 17-9-7 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:17 2017 Page 1 I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-A341n0pgf91t8FFVBSd3SMZLNy2Zi55ZF6i9CLzU3zG 22-2-9 11-2-4 20-0-0 21-3-41I 24-10-0 6-0-7 3-11-12 2-7-7 2-2-9 1-3-4 2-7-7 0-11-5 4.00 12 5x12 % 6 • 28-9-12 34-10-3 40-0-0 5x12 3-11-12 6-0-7 5-1-13 1 Scale = 1:74.5 5x16 = 19 18 17 35 3x4 = 8x16 MT2OHS WB = 3x6 = 7-7-4 15-2-0 117-3-12 20-0-0 7-7-4 7-6-12 2-1-12 2-8-4 16 15 3x8 6x16 MT2OHS WB = ?1-3-1 24-10-0 1-3-4 3-6-12 3x4 = 32-4-12 40-0-0 5x12 = 7-6-12 7-7-4 1 34 to Plate Offsets (X Y)-- [2:0-3-9 Edge] [4:0-3-12.0-3-41. [10:0-6-0.0-3-0]. [12:0-3-5,Edge LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * 8.0 BCDL SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.89 BC 0.74 WB 0.64 (Matrix) DEFL. in (loc) I/deft Vert(LL) -0.71 15-16 >667 Vert(CT) -1.03 16 >462 Horz(CT) 0.27 12 n/a L/d 240 180 n/a PLATES MT20 MT2OHS GRIP 185/148 165/146 Weight: 201 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E *Except* 5-8: 2x6 DF 2400F 2.0E, 1-4,10-12: 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 HF Stud/Std OTHERS 2x6 SP No.2 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/size) 2=2091/0-5-8, 12=1911/0-5-8 Max Horz 2=86(LC 14) Max Uplift2=-126(LC 6), 12=-83(LC 7) Max Gray 2=2838(LC 29), 12=2658(LC 29) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-26=-7200/157, 3-26=-7190/176, 3-27=-6668/115, 4-27=-6559/130, 4-28=-5684/109, 5-28=-5568/122, 5-29=-5382/153, 29-30=-5382/153, 7-30=-5382/153, 7-31=-5268/212, 8-31=-5268/212, 8-32=-5471/185, 10-32=-5587/172, 10-33=-6591/199, 11-33=-6699/178, 11-34=-7226/252, 12-34=-7238/233 BOT CHORD 2-19=-171/6712, 18-19=-91/5852, 17-18=-91/5852, 17-35=-32/5382, 35-36=-32/5382, 16-36=-32/5382, 15-16=-32/5382, 14-15=-114/5830, 13-14=-114/5830, 12-13=-206/6755 WEBS 3-19=-583/120, 4-19=-2/537, 4-17=-677/135, 5-17=0/697, 7-15=-866/549, 8-15=0/913, 10-15=-740/104, 10-13=0/613, 11-13=-597/132 Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (4-1-6 max.): 5-8. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) 100.0Ib AC unit load placed on the bottom chord, 17-0-0 from left end, supported at two points, 2-0-0 apart. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) All plates are 2x4 MT20 unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) " This truss has been designed for a live load of 20.0psf 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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 Ib uplift at joint 2 and 83 Ib uplift at joint 12. Continued on page 2 April 5,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MtI.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSOTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039109 B1701676 A06 CALIFORNIA 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 0413:21:17 2017 Page 2 I D: vy G pOUYM SYmtHz5lybq PgyzPFx K -A341 n0pgf9It8 F F V BSd3S MZLNy2Zi 55ZF6i9C LzU 3zG NOTES - 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2016 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall • building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039110 B1701676 AO6A CALIFORNIA 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 -2-0-0 5-1-13 2-0-0 5-1-13 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:18 2017 Page 1 I D: vy G p O U Y M SY m t H z 51 y b g P qyz P F x K -f G e g_ M g I Q Ttj I P g h IA8I_a 6X I M M rR X 0 i U m R i koz U 3 z F 22-1-1 11-2-4 15-2-0 17-10-15 20-0-0 ?1-341 24-9-15 28-9-12 3-11-12 2-8-15 2-1-1 1-3-4 2-8-14 3-11-13 6-0-7 4.00 12 5x12 6 4x4 = 9 5x8 34-4-11 5-6-15 39-6-8 5-1-13 Scale = 1:74.0 3x6 = 5x12 MT2OHS WB = 3x6 = 1 7-7-4 1 15-2-0 117-3-12 1 20-0-0 7-7-4 7-6-12 2-1-12 2-8-4 ?1-31 24-9-15 1-3-4 3-6-11 3x8 = 1 5x8 WB = 32-4-12 3x4 — 39-6-8 7-6-13 7-1-12 Plate Offsets (X Y)-- [2:0-0-3 Edge]. [4:0-6-0.0-3-01. [10:0-3-12.0-3-0]. [12:0-0-4,0-0-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.79 BC 0.86 WB 0.70 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.71 17-19 >356 240 Vert(CT) -1.03 17-19 >246 180 Horz(CT) 0.17 12 n/a n/a PLATES MT20 MT2OHS GRIP 185/148 165/146 Weight: 194 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E *Except* 5-8: 2x6 DF 2400F 2.0E BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 HF Stud/Std OTHERS 2x4 DF 2400F 2.0E WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1551/0-5-8, 12=1290/Mechanical, 16=1148/0-3-8 Max Horz 2=87(LC 10) Max Uplift2=-106(LC 6), 12=-24(LC 7), 16=-110(LC 7) Max Gray 2=2142(LC 29), 12=1876(LC 29), 16=1493(LC 29) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-26=-5170/103, 3-26=-5090/120, 3-27=-4653/61, 4-27=-4556/75, 4-28=-3296/44, 5-28=-3180/57, 5-29=-3019/90, 29-30=-3019/90, 7-30=-3019/90, 7-31=-2806/89, 8-31=-2806/89, 8-32=-2951/57, 10-32=-3027/44, 10-33=-4100/33, 11-33=-4199/14, 11-12=-4620/67 BOT CHORD 2-19=-118/4796, 18-19=-36/3853, 17-18=-36/3853, 17-34=0/3019, 34-35=0/3019, 16-35=0/3019, 15-16=0/3019, 14-15=0/3451, 13-14=0/3451, 12-13=-28/4243 WEBS 3-19=-563/120, 4-19=0/681, 4-17=-1116/104, 5-17=0/764, 7-15=-946/407, 8-15=0/908, 10-15=-854/108, 10-13=-5/636, 11-13=-468/121, 7-16=-1200/197 Structural wood sheathing directly applied or 3-4-9 oc purlins, except 2-0-0 oc purlins (4-2-2 max.): 5-8. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) 100.0Ib AC unit load placed on the bottom chord, 17-0-0 from left end, supported at two points, 2-0-0 apart. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) All plates are 2x4 MT20 unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)* This truss has been designed for a live load of 20.0psf 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. 11) Refer to girder(s) for truss to truss connections. Continued on page 2 April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039110 B1701676 AO6A CALIFORNIA 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:18 2017 Page 2 I D: vyGpOUYMSYmtHzblybgPgyzPFxK-fGeg_Mq I QTtjl PghIA8I_a6XIMMrRXOiUmRikozU3zF NOTES - 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 Ib uplift at joint 2, 24 Ib uplift at joint 12 and 110 Ib uplift at joint 16. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 • Job Truss Truss Type Qty Ply 2575-3 K3039111 B1701676 A07 CALIFORNIA 3 1 Job Reference (optional) ty ProBuild Arlington, Arlington, WA 98223 -2-0-0 5-1-13 2-0-0 5-1-13 11-2-4 15-2-0 17-10-15 6-0-7 3-11-12 2-8-15 5x8 -- 4.00 [712- 5x8 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:19 2017 Page 1 I D:vyGpOUYMSYmtHzSlybgPgyzPFxK-7SC2CirwBm?aNZPuJtfXXnekMlphA05sjQBFGEzU3zE 22-1-1 1 20-0-0 ''1-3-41 1 24-9-15 I 28-9-12 2-1-1 1-3-4 2-8-14 3-11-13 0-9-13 5x8 = 5x8 34-4-11 39-6-8 5x8 5-6-15 5-1-13 Scale = 1:74.1 4x8 = 19 18 7 28 3x4 = 5x8 WB = 3x6 = 7-7-4 15-2-0 7-7-4 7-6-12 29 14 16 15 3x8 = 5x8 WB = 117-3-12 1 20-0-0 31-3-41 24-9-15 32-4-12 7-6-13 2-1-12 2-8-4 1-3-4 3-6-11 13 3x4 — 39-6-8 4x8 = 7-1-12 -T Y Plate Offsets (X Y)-- [4:0-3-12.0-3-0]. [10:0-4-0 0-3-0]. [12:Edge.0-0-121 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.67 BC 0.44 WB 0.54 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.31 17-19 >999 Vert(CT) -0.55 17-19 >849 Horz(CT) 0.17 12 n/a Ud 240 180 n/a PLATES GRIP MT20 185/148 Weight: 200 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E *Except* 5-9: 2x6 DF 2400F 2.0E BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 HF Stud/Std OTHERS 2x4 DF 2400F 2.0E REACTIONS. (lb/size) 2=1903/0-5-8, 12=1723/Mechanical Max Horz 2=95(LC 14) Max Uplift2=-72(LC 6), 12=-27(LC 7) BRACING - TOP CHORD BOT CHORD JOINTS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4585/17, 3-26=-4265/0, 4-26=-4141/0, 4-5=-3519/0, 5-6=-1193/218, 5-7=-3191/29, 7-8=-3191/29, 8-9=-2763/10, 6-9=-1248/208, 9-10=-3448/8, 10-27=-4053/41, 11-27=-4138/30, 11-12=-4360/74 BOT CHORD 2-19=-40/4268, 18-19=0/3708, 17-18=0/3708, 17-28=0/3306, 28-29=0/3306, 16-29=0/3306, 15-16=0/3306, 14-15=0/3599, 13-14=0/3599, 12-13=-35/4040 WEBS 3-19=-337/121, 4-19=0/429, 4-17=-627/116, 5-17=0/599, 8-15=-737/572, 9-15=-12/805, 10-15=-564/104, 10-13=0/397, 6-7=-304/516 Structural wood sheathing directly applied or 3-7-2 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow Toads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) 100.0Ib AC unit load placed on the bottom chord, 17-0-0 from left end, supported at two points, 2-0-0 apart. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 Ib uplift at joint 2 and 27 Ib uplift at joint 12. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039112 B1701676 B01 HIP GIRDER 1 4 Job Reference (optional) ProBuild Arlington, -2-0-0 Arlington,WA 98223 2-0-0 3-11-2 5-11-13 8-2-4 3-11-2 ALL CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO EACH PLY OF THE TRUSS. 4.00 12 5x8 = 3 2-0-11 2-2-7 11-4-10 5x8 = 5x12 = 4 18 5 3-2-6 19 3x6 = 6 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:23 2017 Page I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-?DRZ13uR F?VOsAjfYjkThdpQC N3I6o7Rd29TP?zU 3zA '14-7-6 17-9-12 20-0-3 22-0-14 26-0-0 3-2-12 3-2-6 2-2-7 2-0-11 3-11-2 8x8 = 7 4x4 = 8 4x10 = 9 20 8x8 = 10 Scale = 1:47.2 3x10 = 21 17 22 23 16 24 15 25 26 14 27 13 28 29 12 30 31 5x16 3x8 = - 8x8 = 8x16 MT2OHS — 4x8 = 10x10 = 10x10 = 0 3-11-2 I 8-2-4 11-4-10 14-7-6 17-9-12 22-0-14 I 26-0-0 3-11-2 4-3-2 3-2-6 3-2-12 3-2-6 4-3-2 3-11-2 Plate Offsets (X Y)— [3:0-4-0.0-2-6]. [5:0-3-8.0-2-8],17:0-4-0.0-5-0]. [10:0-4-0.0-2-6]. [11:0-4-7.0-3-4]. 112:0-5-0.Edgek[13:0-3-8.0-5-0] [15.0-8-0.Edge]. [16:0-3-8.0-4-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.61 BC 0.84 WB 0.67 (Matrix) DEFL. in (loc) I/defl Ltd Vert(LL) -0.78 14-15 >393 240 Vert(CT) -1.14 14-15 >268 180 Horz(CT) 0.15 11 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 544 Ib FT = 20% • LUMBER - TOP CHORD 2x4 DF 2400F 2.0E *Except* 7-10,3-7: 2x6 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF No.2 *Except* 3-17,10-12: 2x6 DF No.2, 5-16,6-15,6-14,7-14,8-13: 2x4 HF Stud/Std REACTIONS. (Ib/size) 11=10031/0-5-8, 2=5674/0-5-8 Max Horz 2=37(LC 6) Max Upliift11=-443(LC 7), 2=-402(LC 6) Max Gray 11=10235(LC 28), 2=5764(LC 28) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-17002/977, 3-4=-15204/891, 4-18=-34776/1984, 5-18=-34776/1984, 5-19=-43274/2413, 6-19=-43274/2413, 6-7=-46817/2401, 7-8=-46817/2401, 8-9=-45268/2122, 9-20=-26463/1196, 10-20=-26462/1197, 10-11=29663/1313 BOT CHORD 2-21=-900/16134, 17-21=-900/16134, 17-22=-1436/25159, 22-23=-1436/25159, 16-23=-1436/25159, 16-24=-1951/34776, 15-24=-1951/34776, 15-25=-2381/43273, 25-26=-2381/43273, 14-26=-2381/43273, 14-27=-2089/45268, 13-27=-2089/45268, 13-28=-1655/36322, 28-29=-1655/36322, 29-30=-1655/36322, 12-30=-1655/36322, 12-31=-1224/28158, 11-31=-1224/28158 WEBS 3-17=-224/5007, 4-17=-11197/650, 5-16=-3749/241, 5-15=-458/9057, 6-15=-1418/31, 6-14=0/3773, 7-14=-397/50, 8-14=-303/1651, 8-13=-698/157, 9-12=-11089/561, 10-12=-324/9139,4-16=-585/10908,9-13=-496/10147 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) N/A 2) 4 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 2 rows staggered at 0-4-0 oc, 2x6 - 3 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc, Except member 12-10 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 - 2 row at 0-6-0 oc, Except member 5-16 2x4 - 2 rows staggered at 0-4-0 oc. Attach TC w/ USP WS6 or Simpson SDS 1/4" x 6" wood screws in 1 row(s) in 2x4, 2 row(s)in 2x6 spaced at 2-0-0 oc. Attach BC w/ USP WS6 or Simpson SDS 1/4" x 6" wood screws in 2 row(s) spaced at 2-0-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 6) Unbalanced snow loads have been considered for this design. Continued on page 2 April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039112 B1701676 B01 HIP GIRDER 1 4 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:24 2017 Page 2 ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-TP?xFPv30JdtTKIr6QFiEgMbym PXrFNbsiuOxRzU3z9 NOTES - 7) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 8) Provide adequate drainage to prevent water ponding. 9) All plates are MT20 plates unless otherwise indicated. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * 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. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 443 Ib uplift at joint 11 and 402 Ib uplift at joint 2. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 142 Ib down and 132 Ib up at 3-11-2, 62 Ib down and 32 Ib up at 6-0-12, 62 Ib down and 32 Ib up at 8-0-12, and 62 Ib down and 32 Ib up at 10-0-12, and 142 Ib down and 132 Ib up at 22-0-14 on top chord, and 29 Ib down at 2-0-12, 29 Ib down at ,4-0-12, 29 Ib down at 6-0-12, 29 Ib down at 8-0-12, 897 Ib down and 61 Ib up at 8-1-9, 29 Ib down at 10-0-12, 537 Ib down and 62 Ib up at 10-0-12, 717 Ib down and 77 Ib up at 11-1-9, 806 Ib down and 78 Ib up at 12-0-12, 869 Ib down and 67 Ib up at 14-0-12, 1537 Ib down and 55 Ib up at 16-0-12, 1860 Ib down and 40 Ib up at 18-0-12, 1707 Ib down and 43 Ib up at 20-0-12, 717 Ib down and 77 Ib up at 20-10-7, 29 Ib down at 21-11-4, 1707 Ib down and 43 Ib up at 22-0-12, and 29 Ib down at 23-11-4, and 1707 Ib down and 43 Ib up at 24-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-10=-70, 10-11=-70, 2-11=-16 Concentrated Loads (Ib) Vert: 3=-57(F) 10=-57(F) 4=-27(F) 5=-27(F) 16=-910(F=-13, B=-897) 15=-717(F) 13=-1860(B) 19=-27(F) 21=-13(F) 22=-13(F) 23=-13(F) 24=-550(F=-13, B=-537) 25=-806(B) 26=-869(B) 27=-1537(B) 28=-1707(B) 29=-717(F) 30=-1721(F=-13, B=-1707) 31=-1721(F=-13, B=1707) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039113 B1701676 C01 California Girder 1 1 Job Reference (optional) ProBuild Arlington, -2-0-0 2-0-0 Arlington, WA 98223 4.00 12 5-5-0 5-5-0 5110-15 9-6-0 0-5-15 3-7-1 4x8 4x8 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:25 2017 Page I D: vy G pOUY M SYmtHzSlybq Pgyz P Fx K-xcZJS Iwhnclk5 Us2f8mxm2 u hvA m d a kGk5 Mea U uzU 3z8 13-1-1 1p -7-p 19-0-0 21-0-0 3-7-1 0-5-15 5-5-0 2-0-0 4x8 Scale = 1:39.1 3x10 = 17 18 10 19 20 9 21 22 8 23 24 5-5-0 5-5-0 4x4 = 9-6-0 5x12 MT2OHS = 13-7-0 4x4 = 4-1-0 4-1-0 19-0-0 5-5-0 3x10 = lis Plate Offsets (X.Y)-- [2:0-5-2.0-1-8].[6:0-5-2.0-1-8].[9:0-6-0.0-3-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.92 BC 0.79 WB 0.50 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.28 9 >792 240 Vert(CT) -0.43 9 >518 180 Horz(CT) 0.11 6 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 73 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.2 `Except* 3-5: 2x4 HF No.2 BOT CHORD '2x4 DF 1800F 1.6E WEBS 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=1565/0-11-0, 6=1549/0-5-8 Max Horz 2=29(LC 44) Max Uplift2=-149(LC 6), 6=-146(LC 7) Max Gray 2=1858(LC 29), 6=1839(LC 29) BRACING - TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-4-6 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3949/285, 3-11=-3604/286, 11-12=-3604/286, 12-13=-3604/286, 4-13=-3604/286, 4-14=-3660/290, 14-15=-3660/290, 15-16=-3660/290, 5-16=-3660/290, 5-6=-3997/289 BOT CHORD 2-17=-248/3654, 17-18=-248/3654, 10-18=-248/3654, 10-19=-374/4656, 19-20=-374/4656, 9-20=-374/4656, 9-21=-374/4656, 21-22=-374/4656, 8-22=-374/4656, 8-23=-224/3708, 23-24=-224/3708, 6-24=-224/3708 WEBS 3-10=0/625, 4-10=-1240/186, 4-9=0/283, 4-8=-1194/189, 5-8=0/611 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 Ib uplift at joint 2 and 146 Ib uplift at joint 6. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekw connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MINIM MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039113 B1701676 C01 California Girder 1 1 Job Reference foptional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:25 2017 Page 2 ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-xcZJSlwhnclk5U s2f8mxm2uhvAmdakGk5MeaUuzU3z8 NOTES - 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 334 Ib down and 131 Ib up at 5-11-12, 226 Ib down and 91 Ib up at 8-0-12, 224 Ib down and 94 Ib up at 9-6-0, and 226 Ib down and 91 Ib up at 10-11-4, and 334 Ib down and 131 Ib up at 13-0-4 on top chord, and 67 Ib down at 2-0-12, 67 Ib down at 4-0-12, 67 Ib down at 6-0-12, 67 Ib down at 8-0-12, 67 Ib down at 9-6-0, 67 Ib down at 10-11-4, 67 Ib down at 12-11-4, and 67 Ib down at 14-11-4, and 67 Ib down at 16-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, Toads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 5-7=-70, 2-6=-16 Concentrated Loads (Ib) Vert: 4=-154 9=-30(F) 11=-235 12=-159 15=-159 16=-235 17=-30(F) 18=-30(F) 19=-30(F) 20=-30(F) 21=-30(F) 22=-30(F) 23=30(F) 24=-30(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039114 B1701676 CO2 CALIFORNIA 1 1 Job Reference (optional) ProBuild Arlington, N a, -2-0-0 Arlington,WA 98223 4-9-0 2-0-0. 4-9-0 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:26 2017 Page 1 ID:vyGpOUYMSYmtHz5ybgPgyzPFxK-Qo7ig5wJYwtbjdREDrHAJFRspa60JHkuKON7OKzU3z7 7-5-0 7110-15 11-1-1 111-7-0 14-3-0 19-0-0 21-0-0 2-8-0 0-5-1 3-2-2 0-5-1 2-8-0 4-9-0 2-0-0 5x8 \\ 4x6 Scale -=-1:39.1 7-5-0 S-6 6-10-8 11-7-0 19-0-0 4-2-0 7-5-0 6 Plate Offsets (X.Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 [2:0-0-6.0-0-0], [2:0-0-4.Edge]. [7:0-0-6.0-0-0] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.91 BC 0.82 WB 0.10 (Matrix) DEFL. in (loc) I/deft Vert(LL) -0.18 9-11 >999 Vert(CT) -0.24 9-11 >916 1-l0rz(CT) 0.07 7 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 73 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF 1800F 1.6E WEBS 2x4 HF Stud/Std WEDGE Left: 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=1163/0-5-8, 7=1163/0-5-8 Max Horz 2=36(LC 10) Max Upltft2=-129(LC 6), 7=-129(LC 7) Max Gray 2=1531(LC 29), 7=1531(LC 29) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2915/203, 3-12=-2596/171, 4-12=-2552/177, 4-13=-2443/180, 13-14=-2443/180, 14-15=-2443/180, 5-15=-2443/180, 5-16=-2551/176, 6-16=-2595/170, 6-7=-2914/203 BOT CHORD 2-11=-179/2658, 10-11=-134/2444, 9-10=134/2444, 7-9=-143/2658 WEBS 3-11=-298/118, 6-9=-298/119 Structural wood sheathing directly applied or 3-0-4 oc purlins, except 2-0-0 oc purlins (3-0-6 max.): 4-5. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 Ib uplift at joint 2 and 129 Ib uplift at joint 7. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 291 Ib down and 94 Ib up at 7-11-12, and 94 Ib down and 38 Ib up at 9-6-0, and 291 Ib down and 94 Ib up at 11-0-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 April 5,2017 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039114 B1701676 CO2 CALIFORNIA 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 5-8=-70, 2-7=-16 Concentrated Loads (Ib) Vert: 13=-192 14=-36 15=-192 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:26 2017 Page 2 ID:vyGpOUYMSYmtHz5ybgPgyzPFxK-Qo7ig5wJYwtbjdREDrHAJFRspa60JHkuKON7OKzU3z7 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039115 B1701676 CO3 Common 1 1 Job Reference (optional) ProBuild Arlington, 6I Arlington,WA 98223 4-1-6 8-5-8 4-1-6 4-4-2 4x6 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:27 2017 Page ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-u_h4tRxxJE?SKnOQnZoPsT_AJ_ao2hn1Yg7gYmzU3z6 12-9-10 17-11-8 19-11-8 4-4-2 5-1-14 2-0-0 Scale = 1:32.8 5-8-12 5-8-12 10 9 11-2-4 17-11-8 5-0-12 6-9-4 I7, Plate Offsets (X Y)— [1:0-2-8 0-2-11] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.35 BC 0.29 WB 0.31 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.05 6-8 >999 240 Vert(CT) -0.09 6-8 >999 180 Horz(CT) 0.01 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 63 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std SLIDER Left 2x4 HF Stud/Std 2-1-5 REACTIONS. All bearings 6-5-0 except (jt=length) 6=0-5-8, 9=0-3-8. (Ib) - Max Horz 1=-53(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 1, 6, 10, 9 Max Gray All reactions 250 Ib or less at joint(s) 1, 9 except 6=636(LC 18), 10=915(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=0/393, 4-11=-490/46, 5-11=-554/30, 5-6=-838/70 BOT CHORD 6-8=-16/739 WEBS 3-10=-444/89, 4-10=-754/32, 4-8=-3/466, 5-8=-384/92 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-11-14 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 1-10. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 6, 10, 9. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039116 B1701676 C04 Monopitch 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 N 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:27 2017 Page 1 ID vyGpOUYMSYmtHz5lybgPgyzPFxK-u_h4tRxxJE?SKnOQnZoPsT_51_aV21Z1Yg7gYmzU3z6 5-11-0 5-11-0 4x6 11 5-11-0 6 2x4 11 5 5-11-0 Scale = 1:17.3 Plate Offsets (X.Y)— [1:0-3-0.0-1-71 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.67 BC 0.31 WB 0.00 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.07 1-6 >999 240 Vert(CT) -0.12 1-6 >577 180 Horz(CT) -0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 20 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std SLIDER Left 2x4 HF Stud/Std 2-11-1 REACTIONS. (Ib/size) 1=242/Mechanical, 6=267/Mechanical Max Horz 1=69(LC 7) Max Upliftl=-10(LC 6), 6=-25(LC 10) Max Gray 1=247(LC 16), 6=290(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 6. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 5,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039117 51701676 001 California Girder 1 1 Job Reference (optional) ProBuild Arlington, -2-0-0 Arlington,WA 98223 2-0-0 4.00 12 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:28 2017' Page I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-M BFS5nya4X7JyxbcLGKeOgWHzOpjn9jAnKsE5DzU3z5 3-5-0 10-11 6-3-0 8-7-1 19-1-0 1 12-6-0 3-5-0 5-15 2-4-1 2-4-1 b-5-15 3-5-0 4x8 3x4 = 4 11 12 13 Scale = 1:25.0 4x8 5 3x10 = 3-5-0 14 8 15 16 17 18 7 3x4 = 9-1-0 19 3x4 = 3x10 = 12-6-0 3-5-0 5-8-0 3-5-0 Plate Offsets (X.Y)-- [2:0-5-2 0-1-8]. [6:0-5-2.0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 8 .0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.61 BC 0.76 WB 0.20 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.12 7-8 >999 240 Vert(CT) -0.21 7-8 >684 180 Horz(CT) 0.05 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 42 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std REACTIONS. (Ib/size) 6=757/0-5-8, 2=935/0-5-8 Max Horz 2=33(LC 44) Max Upl'Ift6=-44(LC 7), 2=-105(LC 6) Max Gray 6=843(LC 29), 2=1124(LC 29) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-13 oc purlins, except 2-0-0 oc purlins (3-10-5 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2013/60, 3-10=-1793/64, 4-10=1793/64, 4-11=-1940/97, 11-12=1940/97, 12-13=-1940/97, 5-13=-1940/97, 5-6=-2123/87 BOT CHORD 2-14=-32/1841, 8-14=-32/1841, 8-15=-189/2473, 15-16=-189/2473, 16-17=-189/2473, 17-18=-189/2473, 7-18=-189/2473, 7-19=-63/1980, 6-19=-63/1980 WEBS 3-8=0/376, 4-8=-748/165, 4-7=-685/140, 5-7=0/354 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES • - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wit fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=lb) 2=105. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 188 Ib down and 44 Ib up at 3-10-15, 158 Ib down and 55 Ib up at 6-0-12, and 158 Ib down and 55 Ib up at 6-9-0, and 153 Ib down and 48 Ib up at 8-6-4 on top chord, and 31 Ib down at 2-0-12, 31 Ib down at 4-0-12, 31 Ib down at 6-0-12, 31 Ib down at 6-9-0, and 31 Ib down at 8-5-4, and 31 Ib down at 10-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). c_551)l131anf niandard April 5,2017 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039117 B1701676 DO1 Califomia Girder 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:28 2017 Page 2 I D: vy GpO UY M SYmtHzSly bq Pgyz P FxK-M B F S5nya4X7JyxbcL G KeOg W Hz0 pj n9jAn KsE5 DzU 3z5 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 5-6=-70, 2-6=-16 Concentrated Loads (Ib) Vert: 4=-12310=-89 11=-123 13=-82 14=-14(F) 15=-14(F) 16=-14(F) 17=-14(F) 18=-14(F) 19-14(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039118 B1701676 E01 HIP GIRDER 1 q J Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 2-0-12 2-0-12 4-0-6 1-11-10 ALL CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO EACH PLY OF THE TRUSS. 4.00 1 y 4x8 = 2 0 4x10 = 3 5 -e -0t -4 0-o 7-96 1-5-6 -0 1-5-6 4 14 5 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:31 2017 Page 1 ID vyGpOUVMSYmtHz5lybgPgyzPFxK-mmwbjo_SMSVtpPKB0OtL0J8dbgz_OfdTl5uhYzU3z2 9-11-4 I 12-0-0 14-0-0 2-1-14 2-0-12 2-0-0 4x10 = 6 4x8 = 7 Scale = 1:23.4 15 13 16 10x10 - 1211 8x8 = 17 18 10 19 8x8 = 3-0-0 4-2-10 5-8-0 6-0-06-4-01 7-9-6 3-0-0 1-2-10 1-56 0 -0 1-5-6 10x10 = 9-0-0 12-0-0 3x10 = 1-2-10 3-0-0 I6 Plate Offsets (X.Y1— [2:0-4-0,0-2-3].[7:0-4-0.0-2-31j11:0-3-8.0-2-12].[12:0-3-8,0-2-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.39 BC 0.73 WB 0.76 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.17 12-13 >799 240 Vert(CT) -0.27 12-13 >522 180 Horz(CT) 0.03 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 165 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF Stud/Std *Except* 2-13,7-10: 2x4 HF No.2, 4-12,5-11: 2x6 DF No.2 REACTIONS. (lb/size) 1=4905/0-5-8, 8=2210/0-5-8 Max Horz 1=-32(LC 7) Max Upliftl=-337(LC 6), 8=-192(LC 7) Max Gray 1=5006(LC 28), 8=2244(LC 29) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-12324/842, 2-3=-17416/1192, 3-4=-15472/1033, 4-14=-15472/1033, 5-14=-15472/1033, 5-6=-15472/1033, 6-7=-7714/470, 7-8=-5526/341 BOT CHORD 1-15=-777/11616, 13-15=-777/11616, 13-16=-1140/16948, 12-16=1140/16948, 12-17=-1011/15472, 11-17=-1011/15472, 11-18=-725/11373, 10-18=-725/11373, 10-19=-302/5199, 8-19=-302/5199 WEBS 2-13=-474/7011, 3-13=-188/992, 3-12=-1739/175, 6-11=-331/4482, 6-10=-4134/333, 7-10=-176/3040,4-12=-88/1159, 5-11=-1017/84 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) See note above 2) N/A 3) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 2 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 2 row at 0-6-0 oc, 2x6 - 3 rows staggered at 0-4-0 oc. 4) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 5) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate.grip DOL=1.33 6) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp 8; Fully Exp.; Ct=1.1 7) Unbalanced snow loads have been considered for this design. 8) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 9) Provide adequate drainage to prevent water ponding. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * 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. Continued on page 2 April 5,2017 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. =1 MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039118 B1701676 E01 HIP GIRDER 1 3 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:31 2017 Page 2 ID vyGpOUYMSYmtHzSlybgPgyzPFxK-mmwbjo_SMSVtpPKBOOtL0J8rIbgz_OfdTl5uhYzU3z2 NOTES - 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=337, 8=192. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 97 Ib down and 224 Ib up at 2-0-12, 45 Ib down and 146 Ib up at 4-0-12, 45 Ib down and 146 Ib up at 6-0-0, and 45 Ib down and 146 Ib up at 7-11-4, and 97 Ib down and 224 Ib up at 9-11-4 on top chord, and 1791 Ib down and 124 Ib up at 1-11-4, 5 Ib down at 2-1-8, 4389 Ib down and 344 Ib up at 3-10-7, 5 Ib down at 4-0-12, 5 Ib down at 6-0-0, and 5 Ib down at 7-11-4, and 5 Ib down at 9-10-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 2-7=-70, 7-9=-70, 1-8=-16 Concentrated Loads (Ib) Vert: 2=62(F) 3.30(F) 6=30(F) 7=62(F)14=30(F)15=-1791(B)16=-4389(B) A WARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 .4 Job Truss Truss Type Qty Ply 2575-3, K3039119 B1701676 E02 fii Roof Special 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:32 2017 Page I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-EyUzw8?47mekRYvOa60aZWhzj?IVjz?miygRE_zU3z1 4-1-1 4-7-0 8-0-0 1 10-0-0 4-1-1 0-5-15 3-5-0 2-0-0 4-7-0 4-7-0 8-0-0 3-5-0 Scale = 1:19.6 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8 0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.63 BC 0.20 WB 0.24 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.02 5-6 >999 240 Vert(CT) -0.04 5-6 >999 180 Horz(CT) 0.01 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 29 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std REACTIONS. (Ib/size) 6=305/Mechanical, 3=507/0-5-8 Max Horz 6=-41(LC 8) Max Uplift6=-18(LC 6), 3=-87(LC 7) Max Gray 6=419(LC 25), 3=665(LC 26) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-8=-573/0, 3-8=-602/0 BOT CHORD 5-6=0/538, 3-5=0/538 WEBS 2-6=-557/2 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 3. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039120 51701676 E03 COMMON 2 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 2-0-0 2-0-0 4.00 12 4x4 = 4x6 11 1=, =I11 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:32 2017 Page 1 I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-EyUzw8?47mekRYvOa60aZWhy4?GFj08miygR E_zU3z1 8-0-0 I 10-0-0 6-0-0 2-0-0 6 4x6 11 2-0-0 2x4 11 8-0-0 3x4 2-0-0 6-0-0 Scale = 1:19.0 Plate Offsets (X Y)-- [3:0-3-14.0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IBC2015/TP12014 CSI. TC 0.67 BC 0.34 WB 0.04 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.05 3-5 >999 240 Vert(CT) -0.12 3-5 >789 180 Horz(CT) 0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 25 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std REACTIONS. (Ib/size) 6=305/Mechanical, 3=507/0-5-8 Max Horz 6=-68(LC 7) Max Uplift6=-5(LC 7), 3=-81(LC 7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-258/13, 2-3=-297/4 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 3. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039121 B1701676 F01 California Girder 1 1 Job Reference (optional) ProBuild Arlington, d Arlington,WA 98223 -2-0-0 2-0-0 4.00 12 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:33 2017 Page 1 I D:vyGpOUYMSYmtHz5lybq PgyzPFxK-i82L8U0iu4mb2iUa7pvp5kD9wPcbSSIwxca?mQzU3z0 3-5-0 10-11 6-1-1 7-0 10-0-0 I 12-0-0 3-5-0 5-15 2-2-2 0-5-15 3-5-0 2-0-0 5x8 \\ 11 4x6 13 6 14 15 7 3x6 = 2x4 II 3-5-0 6-7-0 16 12 6 3x4 = 3x6 = 10-0-0 3-5-0 3-2-0 3-5-0 Scale = 1:27.1 1 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 8 BCDL .0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code I6C2015/TPI2014 CSI. TC 0.53 BC 0.33 WB 0.08 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.05 7-8 >999 240 Vert(CT) -0.08 7-8 >999 180 Horz(CT) 0.02 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 35 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std REACTIONS. (ib/size) 2=696/0-3-2, 5=696/0-3-2 Max Horz 2=-23(LC 45) Max Uplift2=-72(LC 6), 5=-72(LC 7) Max Gray 2=892(LC 29), 5=892(LC 29) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-9 oc purlins, except 2-0-0 oc purlins (4-10-10 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1302/0, 3-10=-1166/0, 10-11=-1166/0, 4-11=-1166/0, 4-5=-1303/0 BOT CHORD 2-13=0/1175, 8-13=0/1175, 8-14=0/1165, 14-15=0/1165, 7-15=0/1165, 7-16=0/1175, 5-16=0/1175 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 5. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 200 Ib down and 47 Ib up at 3-11-12, and 200 Ib down and 47 Ib up at 6-0-4 on top chord, and 31 Ib down at 2-0-12, 31 Ib down at 4-0-12, and 31 Ib down at 5-11-4, and 31 Ib down at 7-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 April 5,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building 'component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039121 B1701676 F01 California Girder 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 4-6=-70, 2-5=-16 Concentrated Loads (Ib) Vert: 10=-101 11=-101 13=-14(F) 14=-14(F) 15=-14(F) 16=-14(F) 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:33 2017 Page 2 I D: vyG p 0 U Y M SYm tH z5lybq Pgyz P Fx K -i 82 L8 U 0i u4m b2i Ua7 pvp5kD9wPcb SS Iwxca?m QzU 3z0 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPII Quality Criteria, OSB -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039122 B1701676 HRA1 CORNER RAFTER 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -3-0-0 3-0-0 8-4-5 3x6 3x6 4x8 = 2 12 8-4-5 3x6 13 3x6 3x6 % 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:34 2017 Page 1 ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-BLcjLg1 KfNuSgs2mhXR2exmKuol 1 Bw139GJYIszU3z9 11-7-1 14-2-11 17-0-10 19-10-9 • 22-8-8 25-6-7 I 28-1-14 3-2-12 2-7-10 2-9-15 2-9-15 2-9-15 2-9-15 2-7-7 3x6 5 2.83 I12 9 10 11 8-4-5 28-1-14 8-4-5 19-9-9 Scale = 1:59.9 Icy Plate Offsets (X.Y)-- [2:0-1-4 0-0-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.52 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) 1/defl L/d Vert(LL) -0.11 2-3 >887 240 Vert(CT) -0.12 2-3 >826 180 Horz(CT) -0.00 11 n/a n/a PLATES GRIP MT20 185/148 Weight: 52 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E *Except* 5-11: 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-2-2 except (jt=length) 11=Mechanical, 2=0-7-6, 4=0-4-7. (Ib) - Max Horz 2=209(LC 32) Max Uplift All uplift 100 Ib or less at joint(s) 11, 4, 6, 7, 8, 9, 10 except 2=-104(LC 6), 3=-118(LC 10) Max Gray All reactions 250 Ib or less atjoint(s) 11, 6 except 2=500(LC 1), 3=476(LC 1), 4=406(LC 1), 7=257(LC 16), 8=302(LC 16), 9=302(LC 16), 10=292(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 6, 7, 8, 9, 10. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11, 4, 6, 7, 8, 9, 10 except (It=lb) 2=104, 3=118. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 6, 7, 8, 9, 10. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 54 Ib down and 143 Ib up at 2-9-8, 43 Ib down and 108 Ib up at 2-9-8, 67 Ib down and 35 Ib up at 5-7-7, 56 Ib down and 29 Ib up at 5-7-7, 169 Ib down and 68 Ib up at 8-5-6, 256 Ib down and 86 Ib up at 11-3-5, 52 Ib down and 21 Ib up at 14-1-4, 54 Ib down and 21 Ib up at 16-11-3, 57 Ib down and 21 Ib up at 19-9-2, and 59 Ib down and 21 Ib up at 22-7-1, and 76 Ib down and 21 Ib up at 28-1-2 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 0 April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. mi- MiTek* 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039122 B1701676 HRA1 CORNER RAFTER 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:34 2017 Page 2• ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-BLcjLq 1 KfNuSgs2mhXR2exm Kuo11 Bw139GJYIszU3z? LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-11=-70 Concentrated Loads (Ib) Vert: 11=-62 3=-119(F) 4=-207(B) 6=-20 7=-23 8=-25 9=-28 12=72(F=31, B=41) 13=-24(F=-18, B=-6) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek" 250 Klug Circle Corona, CA 92880 0 5- 0 0 99 0 0 0 A Uj 00 0BACKSIDE mo o c 0 O 0 A 0 0 0 0 0 0 A Uj 00 44-00-00 6-00-00 17-06-00 14-00-00 12-06-00 a LAYOUT, LAYOUT 44 2x4 Vent Block 24" O.0 24" O.C. 6-10D 8-00-00 tip' 14-10D . I> 9 14-10D .1. LUS24 9 4-10D 2-10D TBE4 LAYOUT 10-10DX1.5" 10-10DX1.5" CD 0 Ca a) ''` PAI- 8-00-00 LAYOUT, LAYOU 0 '• LAYOU 24 O 4" 0.C! \° 4YO. TO 24" 0 C:1 i. i L i i1 w i % i■-iii■i►1®AiIiia11 1 e i i, v E 1 I. 611ii is !, II i _ �IIII A07(3) AO6A A05A 21-03-04 A04A A03A A02A rr�;►�1__.. 1m IJ01,1■■_ ■■/ I J02 NI US24 LUS2 ' , hill. I J04 IIL. IIII J04 I J05 J05 I J06 PLATFOR J07 FURNACE J07 I 1 ilk I■■I■I■■... __I._I■1■ ■I■II im Ai J10 -�■��■�■ , ■_■I■I■■V J19 J09 N J09 rig _% I II Jos I l Ir 1 . I ■ ■I __ J07 ITYP.--- 1 1.11'I I■.— I / a■I 'Iw J06 II II J06 Mg II J04 !!�, ..! II J20 11 �II■� �I l 1' r r I r ,� HUS26 HUS26 HUS26 I LUS24 1 ire i$5IIII . I� �-�� :1 II L IZWIrd i pill 1 I 1 SII , soli �I�I C04 I�r' 11 M , -iii 1 1111111 �1_ llllilfI ��-.——�i r� r,� , , o in — �/ II C7,3 sol o so1 x_ i _ _I_I ■ ■I� = r'1 _�, SRI 0 o q� .. �Irl.'I�OI 1 I I\�1�-41111'111' v 1 ''I 1=!/ A I� �1 • 51- .�� Ii,' Iilslll"'�� ' col AI■■ij`i,;%iirau■ 1.. il�ll�I.1 sol �.!. —'\. . two: two: �.. r e !I.�11,71. .. ISI = s�1IMI I1 oN - m Aim mom simmi j S01 I N , S01 ■ J23(5) J22(2) AMIE" 'It i/ N N N R1 N N '4 LAYOU LAYOUT, r> * 1: 24" 0. . 24" O.C.' I 1 1 GARAGE 12-06-00 ! LAYOUT] LAYOUT ' 24" 0.C' 24" O.C. 19-00-00 5-00-00 10-00-00..11-00-00 12-00-00 6-00-00 26-00-00 6-00-00 O O 0 0 0 0 O O O Uj 00 V O 0 00 A 00 O 0 0 O 0 0 Q N BACK OF B01 0 0 0 0 O O 0 0 1 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 16 2Q17 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 17 2017 PERMIT CENTER Mocking Eist HANGER Product Qty 2x4 Solid Block 44 2x4 Vent Block 124 HANGER NAILING SCHEDULE HANGER QTY. CARRYING MEMBER CARRIED MEMBER HGUS26-2 2 14-10D 6-10D HHUS26-2 2 14-10D 6-10D HUS26 9 14-10D 6-10D LUS24 9 4-10D 2-10D TBE4 6 10-10DX1.5" 10-10DX1.5" col 0 0 03/31/17 11:25:07 z J -J Job Truss Truss Type Qty Ply 2575-3 K3039123 B1701676 HRA2 CORNER RAFTER 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -3-0-0 8-4-5 3-0-0 8-4-5 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:35 2017 Page ID:vyGpOUYMSYmtHz5lybq PgyzPFxK-fXA5ZA1 zQh0JI0dzFEyHA9JVeCNGwNYCOw36gJzU3z_ 11-7-1 14-2-11 17-0-10 19-10-9 22-8-8 25-6-7 28-1-14 3-2-12 2-7-10 2-9-15 2-9-15 2-9-15 2-9-15 2-7-7 2.83 12 10 11 8-4-5 28-1-14 8-4-5 19-9-9 Scale = 1:59.9 0 Plate Offsets (X.Y)— ]2;0-0-12.0-0-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.52 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.11 2-3 >887 240 Vert(CT) -0.12 2-3 >826 180 Horz(CT) -0.00 11 n/a n/a PLATES GRIP MT20 185/148 Weight: 52 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E *Except' 5-11: 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-2-2 except (jt=length) 11=Mechanical, 2=0-7-6, 4=0-4-7. (Ib) - Max Horz 2=209(LC 32) Max Uplift All uplift 100 Ib or less at joint(s) 11, 4, 6, 7, 8, 9, 10 except 2=-104(LC 6), 3=-118(LC 10) Max Gray All reactions 250 Ib or less at joint(s) 11, 6, 7 except 2=500(LC 1), 3=476(LC 1), 4=406(LC 1), 8=302(LC 16), 9=302(LC 16), 10=292(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 6, 7, 8, 9, 10. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11, 4, 6, 7, 8, 9, 10 except (jt=1b) 2=104, 3=118. 9) Beveledplate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 6, 7, 8, 9, 10. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 54 Ib down and 143 Ib up at 2-9-8, 43 Ib down and 108 Ib up at 2-9-8, 67 Ib down and 35 Ib up at 5-7-7, 56 Ib down and 29 Ib up at 5-7-7, 169 Ib down and 68 Ib up at 8-5-6, 256 Ib down and 86 Ib up at 11-3-5, and 61 Ib down and 21 Ib up at 25-5-0, and 76 Ib down and 21 Ib up at 28-1-2 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 April 5,2017 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek5 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, D5B-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039123 B1701676 HRA2 CORNER RAFTER 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-11=-70 Concentrated Loads (Ib) Vert: 11=-62 3=-119(B) 4=-207(F) 10=-30 12=72(F=41, B=31) 13=-24(F=-6, B=-18) 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:35 2017 Page 2 I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-fXA5ZA1 zQhOJ IOdzFEyHA9JVeC N GwNYC Ow36gJzU3z_ A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 forstability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039124 81701676 HRB1 CORNER RAFTER 1 1 Job Reference (optional) ProBuild Arlington, 621 Arlington,WA 98223 -3-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:36 2017 Page 1 I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-7jkTm W2bB?8AvAC9pyTW)MriMciVfgn MdaofMlzU3yz 5-5-14 3-0-0 5-5-14 5-5-14 5-5-14 Scale = 1:16.9 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • 8 BCDL 0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.39 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.09 3-4 >698 240 Vert(CT) 0.13 3-4 >524 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 13 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E *Except* 2-3: 2x4 IDE 1800F 1.6E REACTIONS. (Ib/size) 4=92/Mechanical, 2=415/0-7-6 Max Horz 2=61(LC 6) Max Uplift4=-32(LC 29), 2=-126(LC 6) Max Gray 4=129(LC 16), 2=440(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-5-14 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=1b) 2=126. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 Ib down and 203 Ib up at 2-9-8, and 43 Ib down and 128 Ib up at 2-9-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plt) Vert: 1-2=-70, 2-3=-70, 3-4=-70 Concentrated Loads (Ib) Vert: 5=83(F=52, B=31) co ci April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/1015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039125 B1701676 HRB2 CORNER RAFTER 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 6 6 1 -3-0-0 7.640 s Sep 29 2015 MiTek 'Industries, Inc. Tue Apr 04 13:21:37 2017 Page I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-bwls_s3Dy IG1 XKnLMf_IFaOs502kOH 1 VrEYCu BzU3yy 5-5-14 3-0-0 5-5-14 5-5-14 5-5-14 Scale = 1:16.9 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " 0 BCDL 8 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.39 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.09 3-4 >698 240 Vert(CT) 0.13 3-4 >524 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 13 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E *Except* 2-3: 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 4=92/Mechanical, 2=415/0-7-6 Max Horz 2=61(LC 6) Max Uplift4=-32(LC 29), 2=-126(LC 6) Max Gray 4=129(LC 16), 2=440(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-5-14 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7).Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=1b) 2=126. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 Ib down and 203 Ib up at 2-9-8, and 43 Ib down and 128 Ib up at 2-9-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard • 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 2-3=-70, 3-4=-70 Concentrated Loads (Ib) Vert: 5=83(F=31, B=52) April 5,2017 A WARNING - Verify design parameters, and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekw connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1:111-1 MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039126 61701676 HRC CORNER RAFTER 2 1 n Job Reference (optional) ProBuild Arlington, 0 Arlington,WA 98223 -3-0-0 3-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:37 2017 Page 1 I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-bwls_s3DyIG1 X KnLMf_IFaOg702kOH 1 VrEYCuBzU3yy 8-4-5 11-4-12 13-3-11 8-4-5 3-0-7 1-10-15 2.83 12 8-4-5 8-4-5 Scale = 1:31.3 la Plate Offsets (X.Y)— [2:0-0-12.0-0-121 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.52 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.12 2-3 >850 240 Vert(CT) -0.13 2-3 >793 180 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 35 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 2=500/0-7-6, 3=403/0-2-2, 5=308/0-2-2 Max Horz 2=111(LC 32) Max Uplift2=-127(LC 6), 3=-104(LC 10), 5=-66(LC 6) Max Gray 2=503(LC 16), 3=433(LC 16), 5=390(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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) Bearing at joint(s) 2 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 at joint(s) 3, 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (ff=1b) 2=127 , 3=104. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 54 Ib down and 143 Ib up at 2-9-8, 43 Ib down and 108 Ib up at 2-9-8, 67 Ib down and 35 Ib up at 5-7-7, 56 Ib down and 29 Ib up at 5-7-7, 156 Ib down and 66 Ib up at 8-5-6, and 43 Ib down and 15 Ib up at 11-3-5, and 36 Ib down and 11 Ib up at 13-3-11 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (p8) Vert: 1-6=-70 Continued on page 2 April 5,2017 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekSr connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITIPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information availableifrom Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039126 B1701676 HRC CORNER RAFTER 2 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 6=-11(B) 3=-107(B) 7=72(F=31, B=41) 8=-24(F=-18, B=-6) 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:37 2017 Page 2 I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-bwls_s3DyIG 1 XKnLMf_IFa0g702kOH 1 VrEYCuBzU3yy A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039127 B1701676 HRD1 CORNER RAFTER 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -3-0-0 3-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 0413:21:38 2017 Page 1 ID:vyGpOUYMSYmtHz5 ybgPgyzPFxK-36rEBB4rjcOu9TMXwNV_onxlsQOz7kHf4tHmQezU3yx 5-6-6 I 8-3-10 5-6-6 2-9-4 5-6-6 5-6-6 8-3-10 2-9-4 Scale = 1:22.5 I6 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * 8 8CDL 0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.39 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.10 3-4 >676 240 Vert(CT) 0.13 3-4 >519 180 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 17 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E *Except* 2-3: 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 5=92/0-1-8, 2=418/0-7-6, 4=200/0-2-2 Max Holz 2=80(LC 6) Max Uplift5=-23(LC 6), 2=-122(LC 6), 4=-55(LC 10) Max Gray 5=116(LC 16), 2=431(LC 16), 4=256(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation (uide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp 6; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5, 4. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 4 except (ft=1b) 2=122. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5, 4. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 Ib down and 196 Ib up at 2-9-8, and 43 Ib down and 122 Ib up at 2-9-8, and 56 Ib down and 29 Ib up at 5-7-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 2-3=-70, 3-5=-70 Concentrated Loads (Ib) Vert: 4=-6(F) 6=83(F=52, B=31) April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039128 B1701676 HRD2 CORNER RAFTER 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -3-0-0 3-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:38 2017 Page ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-36rEBB4rj'cOu9TMXwNV onx?rQ0z7kHf4tHmQezU3yx 5-6-6 1 6-10-10- 5-6-6 1-4-4 5-6-6 5-6-6 .Scale = 1:19.7 6 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.52 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.09 3-4 >796 240 Vert(CT) 0.08 3-4 >835 180 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 15 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 5=42/0-1-8, 2=434/0-7-6, 4=171/0-2-2 Max Horz 2=70(LC 6) Max Uplift5=-10(LC 6), 2=-132(LC 6), 4=-52(LC 10) Max Gray 5=52(LC 16), 2=454(LC 16), 4=210(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5, 4. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 4 except (jt=lb) 2=132. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5, 4. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 Ib down and 202 Ib up at 2-9-8, and 27 Ib down and 19 Ib up at 2-9-8, and 57 Ib down and 30 Ib up at 5-7-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 2-3=-70, 3-5=-70 Concentrated Loads (Ib) Vert: 4=-11(B) 7=52(B) April 5,2017 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039129 B1701676 HRE RAFTER 2 1 Job Reference (optional) ProBuild Arlington, :?6,N Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:39 2017 Page 1 ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-XIPcOX4TUwWlndxkU40DL?TBfpkCsBXoJX1Jy4zU3yw -3-0-0 1 2-10-4 3-0-0 2-10-4 1 2-10-4 2-10-4 Scale = 1:11.9 1:7 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 8 BCDL .0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.45 BC 0.00 WB 0.00 (Matrix) DEFL. in (roc) I/defl Ud Vert(LL) 0.02 3 >999 240 Vert(CT) 0.02 3 >999 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 10 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E REACTIONS. (lb/size) 4=-10/Mechanical, 2=416/0-7-6 Max Holz 2=44(LC 6) Max Uplift4=-10(LC 1), 2=-136(LC 6) Max Grav 4=18(LC 6), 2=429(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=1b) 2=136. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. April 5,2017 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna, VA 22314. �i►�1 MiTek' 250 Klug Circle Corona, CA 92880 Job • Truss Truss Type Qty Ply 2575-3 K3039130 B1701676 HRF CORNER RAFTER 2 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -3-0-0 3-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:39 2017 Page ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-XIPcOX4TUwWlndxkU40DL?TCgpkCsBXoJX1Jy4zU3yw 5-6-6 6-11-6 5-6-6 1-5-0 Scale = 1:19.8 5 5-6-6 5-6-6 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ` 8 BCDL 0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.44 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) 0.11 3-4 >622 240 Vert(CT) 0.15 3-4 >446 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 15 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E *Except* 2-3: 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 2=407/0-7-6, 4=214/0-2-2 Max Horz 2=70(LC 6) Max Uplift2=-122(LC 6), 4=-57(LC 7) Max Gray 2=425(LC 16), 4=271(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL='1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=lb) 2=122. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 Ib down and 201 Ib up at 2-9-8, and 43 Ib down and 127 Ib up at 2-9-8, and 56 Ib down and 27 Ib up at 5-7-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (p8) Vert: 1-2=-70, 2-3=-70;3-5=-70 Concentrated Loads (Ib) Vert: 4=-8(F) 7=83(F=52, B=31) 0 4 April 5,2017 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039131 81701676 HRJ1 RAFTER 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -3-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:40 2017 Page I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-?Uz_ct55FDecOn Ww2nXStCOLN D4RbenxYBmsV WzU3yv 8-4-6 3-0-0 8-4-6 3x6 3x6 8-4-6 8-4-6 Scale = 1:21.8 I Plate Offsets (X.Y)— [2:0-1-4.0-0-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 8.0 BCDL SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.52 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.14 2-3 >736 240 Vert(CT) -0.14 2-3 >699 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 28 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 3=249/0-5-8, 2=498/0-7-6 Max Horz 2=76(LC 6) Max Upliift3=-63(LC 10), 2=-135(LC 6) Max Gray 3=302(LC 16), 2=524(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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) Bearing at joint(s) 2 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) 3 except (jt=1b) 2=135. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 54 Ib down and 157 Ib up at 2-9-8, 43 Ib down and 122 Ib up at 2-9-8, and 67 Ib down and 35 Ib up at 5-7-7, and 56 Ib down and 29 Ib up at 5-7-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70 Concentrated Loads (Ib) Vert: 4=72(F=41, B=31) 5=-24(F=-6, B=-18) N r - April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039132 B1701676 HRJ2 RAFTER 2 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 -3-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:41 2017 Page I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-ThXMpD6j0XmT0x56bV3hQQZW7dQgK515m rWQ 1 yzU3yu 8-4-6 3-0-0 8-4-6 3x6 3x6 3 8-4-6 8-4-6 Scale = 121.8 1.46 Plate Offsets (X.Y)— 12:0-1-4.0-0-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.52 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.14 2-3 >736 240 Vert(CT) -0.14 2-3 >699 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 28 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 3=249/0-5-8, 2=498/0-7-6 Max Horz 2=76(LC 6) Max Uplift3=-63(LC 10), 2=-135(LC 6) Max Gray 3=302(LC 16), 2=524(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wrnd: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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) Bearing at joint(s) 2 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) 3 except (jt=1b) 2=135. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 54 Ib down and 157 Ib up at 2-9-8, 43 Ib down and 122 Ib up at 2-9-8, and 67 Ib down and 35 Ib up at 5-7-7, and 56 Ib down and 29 Ib up at 5-7-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70 Concentrated Loads (Ib) Vert: 4=72(F=31, B=41) 5=-24(F=-18, B=-6) April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1I.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. =1 MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039133 B1701676 J01 Jack -Open 2 1 Job Reference (optional) ProBuild Arlington, d Arlington, WA 98223 -2-0-0 2-0-0 1-11-11 1-11-11 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:41 2017 Page I D: vyGpOUYMSYmtHzSlybq PgyzPFxK-ThXMpD6j0XmT0x56bV3hQQZZndH 1 K515mrWQ 1 yzU3yu 8-0-0 6-0-5 1-10-15 1-1h11 0-0-12 1-10-15 8-0-0 6-0-5 Scale = 1:19.0 Id Plate Offsets (X Y)- [2:Edge.0-4-6] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.35 BC 0.62 WB 0.00 (Matrix) DEFL. in (loc) l/defl L/d Vert(LL) -0.23 2-4 >406 240 Vert(CT) -0.41 2-4 >225 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 14 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=-44/Mechanical, 2=380/0-5-8, 4=62/Mechanical Max Horz 2=42(LC 6) Max Uplift3=-87(LC 16), 2=-69(LC 6) Max Gray 3=24(LC 6), 2=383(LC 17), 4=139(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); CategoryIl; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 Ib down at 2-0-12, and 6 Ib down at 4-0-12, and 6 Ib down at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-16 April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039134 B1701676 J02 Jack -Open 2 1 Job Reference (optional) ProBuild Arlington, 1 r: Arlington, WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:42 2017 Page ID vyGpOUYMSYmtHz5lybgPgyzPFxK-yt511Z7MnruKe5gJ9Cawyd5kX1dF3YGE?VFzZPzU3yt 3-11-11 1 8-0-0 1 3-11-11 4-0-5 3x4 \\ 3-10-15 3-10-15 3-11111 o- 12 4 8-0-0 4-0-5 Scale = 1:19.0 I6 d Plate Offsets (X Y)— [2:Edge 0-4-6] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8,0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.35 BC 0.62 WB 0.00 (Matrix) DEFL. in (loc) 1/deft Ud Vert(LL) -0.23 2-4 >406 240 Vert(CT) -0.41 2-4 >225 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 17 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=82/Mechanical, 2=394/0-5-8, 4=62/Mechanical Max Horz 2=60(LC 6) Max Uplift3=-26(LC 10), 2=-59(LC 6) Max Gray 3=100(LC 17), 2=403(LC 17), 4=139(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIrTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039135 B1701676 JO3A Monopitch 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:42 2017 Page I D: vyGpOUYMSYmtHz5lybq PgyzPFxK-yt511 Z7 MnruKe5gJ9Cawyd5gQ 1j P3XeE?VFzZPzU3yt 5-50 15-10-151 8-0-0 5-5-0 0-5-15 2-1-1 4x8 \\ 3x4 = 5-5-0 8-0-0 3x4 = 5-5-0 2-7-0 Scale = 1:19.6 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8 0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.61 BC 0.22 WB 0.10 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.03 2-6 >999 240 Vert(CT) -0.05 2-6 >999 180 Horz(CT) 0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 29 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std REACTIONS. (Ib/size) 5=305/Mechanical, 2=507/0-5-8 Max Horz 2=62(LC 9) Max Uplift5=-17(LC 6), 2=-85(LC 6) Max Gray 5=329(LC 25), 2=736(LC 26) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-463/0 BOT CHORD 2-6=0/340, 5-6=-4/333 WEBS 3-5=-417/1 BRACING - TOP CHORD Structuralwood sheathing directly applied or 5-10-15 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Bpsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. - 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Wli April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039136 B1701676 JO3G Monopitch 2 1 Job Reference (optional) ProBuild Arlington, ur a Arlington,WA 98223 -2-0-0 2-0-0 1 5-5-0 5-5-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:43 2017 Page ID vyGpOUYMSYmtHz5lybgPgyzPFxK-Q3f7Ev8_X80AFFFVjw59VreroR2XoznOE9?X5rzU3ys 15-10-151 8-0-0 0-5-15 2-1-1 4x8 \\ 5-5-0 8-0-0 5-5-0 2-7-0 Scale = 1:19.6 v d N Plate Offsets (X Y)- [2:0-3-14.0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.64 BC 0.23 WB 0.18 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.03 2-6 >999 240 Vert(CT) -0.05 2-6 >999 180 Horz(CT) 0.01 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 29 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std REACTIONS. (lb/size) 5=514/Mechanical, 2=575/0-5-8 Max Horz 2=62(LC 9) Max Uplift5=-74(LC 7), 2=-103(LC 6) Max Gray 5=526(LC 26), 2=810(LC 26) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-700/62 BOT CHORD 2-6=-61/565, 5-6=-65/558 WEBS 3-5=-699/83 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-8-11 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live Toads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live Toad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt=1b) 2=103. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 346 Ib down and 153 Ib up at 5-11-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 April 5,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2016 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039136 B1701676 JO3G Monopitch 2 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 2-5=-16 Concentrated Loads (Ib) Vert: 7=-278 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:43 2017 Page 2 ID vyGpOUYMSYmtHzSlybgPgyzPFxK-Q3f7Ev8_X80AFFFVjw59VreroR2Xozn0E9?X5rzU3ys A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039137 B1701676 J04 Jack -Open 3 1 Job Reference (optional) ProBuild Arlington, M Arlington,WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:43 2017 Page ID:vyGpOUYMSYmtHi5lybq PgyzPFxK-Q3f7Ev8_X80AFFF Vjw59VremkRyUo?WOE9?X5rzU3ys 7-11-11 81-0 7-11-11 0-d-5 7-11-11 8-fk0 045 Scale = 1:19.0 Plate Offsets (X.Y)-- [2:Edge,0-4-6] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.90 BC 0.62 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.23 2-4 >406 240 Vert(CT) -0.41 2-4 >225 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 24 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=246/Mechanical, 2=509/0-5-8, 4=62/Mechanical Max Horz 2=97(LC 6) Max Uplift3=-69(LC 10), 2=-75(LC 6) Max Gray 3=306(LC 17), 2=532(LC 17), 4=139(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 5,2017 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chordmembersonly. 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. mit MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039138 B1701676 JO4A MONO TRUSS 1 1 Job Reference (optional) n ProBuild Arlington, Arlington, WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:44 2017 Page 1 I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-uG DVSF8cIS81 tOphHdc022 B?Bq IxXRmXSpk4eHzU3yr 4-3-2 1 7-11-11 81-0 4-3-2 3-8-9 0-6-5 2x4 11 3 1 8-0-0 8-0-0 1 Scale = 1:19.2 LOADING (psi) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 LUMBER - TOP CHORD 2x4 DF 2400F 2.0E BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.66 BC 0.60 WB 0.00 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.22 2-4 >419 240 Vert(CT) -0.39 2-4 >233 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 26 Ib FT = 20% REACTIONS. (lb/size) 2=507/0-5-8, 4=305/Mechanical Max Horz 2=89(LC 7) Max Uplift2=-82(LC 6), 4=-25(LC 10) Max Gray 2=529(LC 17), 4=364(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-303/62 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp 6; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekSt connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, OSB -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039139 B1701676 J05 JACK -OPEN 4 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:44 2017 Page ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-uGDVSF8cIS81 tOphHdc022ByhgljXRmXSpk4eHzU3yr 8-0-0 9-10-15 8-0-0 1-10-15 Scale = 1:23.3 8-0-0 8-0-0 Plate Offsets (X Y)-- [2:Edge.0-4-61 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.88 BC 0.62 WB 0.00 (Matrix) DEFL. in (loc) Udell Ud Vert(LL) -0.23 2-5 >406 240 Vert(CT) -0.41 2-5 >225 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 26 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) 2=0-5-8, 5=Mechanical. (Ib) - Max Horz 2=115(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 4, 2, 3 Max Grav All reactions 250 Ib or less at joint(s) 4, 5 except 2=528(LC 17), 3=391(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2, 3. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 3. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039140 B1701676 J06 Jack -Open 4 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:45 2017 Page 1 ID:vyGpOUYMSYmtHzSlybgPgyzPFxK-M Sntfb9E3mGuVYOugL7daGj8U EeyGuOhhTUdAkzU3yq 8-0-0 I 11-10-15 8-0-0 3-10-15 Scale = 1:27.3 5 8-0-0 8-0-0 Plate Offsets (X.Y)-- 12:Edge.0-4-6] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.82 BC 0.62 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.23 2-6 >406 240 Vert(CT) -0.41 2-6 >225 180 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 29 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) 2=0-5-8, 6=Mechanical. (Ib) - Max Horz 2=134(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 5, 2, 3, 4 Max Gray All reactions 250 Ib or less at joint(s) 5, 6, 4 except 2=519(LC 17), 3=387(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5, 3, 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 3, 4. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5, 3, 4. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4 April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039141 01701676 J07 Jack -Open r 4 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:45 2017 Page ID vyGpOUYMSYmtHz5lybq PgyzPFxK-M Sntfb9E3mGuVYOugL7daGj82EeyGuOhhTUdAkzU3yq 8-0-0 1 13-10-15 1 . 8-0-0 5-10-15 4.00 12 8-0-0 8-0-0 Scale = 1:31.2 Ia Plate Offsets (X Y)— [2:Edge 0-4-61 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.78 BC 0.62 WB 0.00 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.23 2-8 >406 240 Vert(CT) -0.41 2-8 >225 180 Horz(CT) -0.00 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 31 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 1-4: 2x4 DF 1800F 1.6E BOT CHORD 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) 2=0-5-8, 8=Mechanical. (Ib) - Max Horz 2=152(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 7, 2, 3, 5, 6 Max Gray All reactions 250 Ib or less at joint(s) 7, 8, 5, 6 except 2=514(LC 1), 3=350(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=l lOmph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7, 3, 5, 6. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 2, 3, 5, 6. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7, 3, 5, 6. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 5,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPI7 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. M 250 Klug Circle Corona, CA 92880 • Job Truss Truss Type Qty Ply 2575-3 K3039142 B1701676 J08 Jack -Open 4 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:45 2017 Page ID:vyGpOUYMSYmtHz5lybq PgyzPFxK-MSnttb9E3mGuVYOugL7daGj82EeyGuOhhTUdAkzU3yq 8-0-0 1 15-10-15 1 8-0-0 7-10-15 Scale = 1:35.1 4.00 fri 8-0-0 8-0-0 Plate Offsets (X.Y)-- [2:Edge,0-4-6] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.78 BC 0.62 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.23 2-9 >406 240 Vert(CT) -0.41 2-9 >225 180 Horz(CT) -0.00 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 34 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 `Except* 1-4: 2x4 DF 1800F 1.6E BOT CHORD 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) 2=0-5-8, 9=Mechanical. (Ib) - Max Horz 2=170(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 8, 2, 3, 5, 6, 7 Max Gray All reactions 250 Ib or less at joint(s) 8, 9, 5, 6, 7 except 2=514(LC 1), 3=327(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow Toads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof Toad of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8, 3, 5, 6, 7. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 2, 3, 5, 6, 7. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8, 3, 5, 6, 7. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPII Quality Criteria, 058.89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039143 B1701676 J09 Jack -Open 4 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 b -2-0-0 8-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:46 2017 Page I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-geKFsxAsg3016iz402es7TGJoe_B?LGgw7 DBiAzU3yp 17-10-15 9-10-15 2-0-0 8-0-0 4.00 9 8-0-0 8-0-0 Scale = 1:39.0 Plate Offsets (X,Y)-- [2:Edge.0-4-6] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.78 BC 0.62 WB 0.00 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.23 2-10 >406 240 Vert(CT) -0.41 2-10 >225 180 Horz(CT) -0.00 9 n/a n/a PLATES GRIP MT20 185/148 Weight: 36 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 `Except* 1-4: 2x4 DF 1800F 1.6E BOT CHORD 2x4 HF No.2 REACTIONS. All bearings 0-1-8 except (jt=length) 2=0-5-8, 10=Mechanical. (Ib) - Max Horz 2=189(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 9, 2, 3, 5, 6, 7, 8 Max Gray All reactions 250 Ib or less at joint(s) 9, 10, 5, 6, 7, 8 except 2=514(LC 1), 3=322(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9, 3, 5, 6, 7, 8. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9, 2, 3, 5, 6, 7, 8. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9, 3, 5, 6, 7, 8. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. M 6 April 5,2017 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. =1 MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039144 81701676 J10 Jack -Open 2 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -2-0-0 8-0-0 2-0-0 8-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:47 2017 Page I D:vyGpOUYMSYmtHzSlybq PgyzPFxK-Irue4G BU bN WcksYGym95fhpUY2 KQkoWz9nzkFczU3yo 19-10-3 11-10-3 0 8-0-0 8-0-0 Scale = 1:42.8 rO Plate Offsets (X.Y)— [2:Edge,0-4-6] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * DL 8.0 BC SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.78 BC 0.62 WB 0.00 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.23 2-11 >406 240 Vert(CT) -0.41 2-11 >225 180 Horz(CT) -0.00 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 39 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 1-4: 2x4 DF 1800F 1.6E BOT CHORD 2x4 HF No.2 REACTIONS. All bearings 0-1-8 except (jt=length) 2=0-5-8, 11=Mechanical. (Ib) - Max Horz 2=207(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 10, 2, 3, 5, 6, 7, 8, 9 Max Gray All reactions 250 Ib or less at joint(s) 10, 11, 5, 6, 7, 8, 9 except 2=514(LC 17), 3=322(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10, 3, 5, 6, 7, 8, 9. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 2, 3, 5, 6, 7, 8, 9. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 10, 3, 5, 6, 7, 8, 9. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. u> vi April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039145 B1701676 J11 Jack -Open 2 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:47 2017 Page I D:vyGpOUYMSYmtHzSlybgPgyzPFxK-Irue4GBUbN WcksYGym95fhpUM2 KQkoWz9nzkFczU3yo 8-0-0 12-11-4 8-0-0 4-11-4 8-0-0 8-0-0 Scale = 1:29.3 4 Plate Offsets (X Y)-- 12:Edge.0-4-6] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.79 BC 0.62 WB 0.00 (Matrix) DEFL. in (loc) 1/deft Ud Vert(LL) -0.23 2-7 >406 240 Vert(CT) -0.41 2-7 >225 180 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 31 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) 2=0-5-8, 7=Mechanical. (Ib) - Max Harz 2=142(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 3, 4, 5 Max Gray All reactions 250 Ib or less at joint(s) 7, 4, 5 except 2=516(LC 17), 3=373(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4, 5. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3, 4, 5. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039146 B1701676 J12 Jack -Open 2 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:48 2017 Page 1 I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-m 1 SOHcB6MhITMO7S WThKCuLmOSIwTFI7 N Ril n2zU3yn 1-11-11 1 3-11-2 1-11-11 1-11-7 1-10-15 3-11-2 1-10-15 1-11-7 Scale = 1:11.5 Plate Offsets (X.Y)-- [2:Edge.0-4-61 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incl YES Code IBC2015/TP12014 CSI. TC 0.35 BC 0.28 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.02 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 10 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=-56/Mechanical, 2=347/0-5-8, 4=29/Mechanical Max Horz 2=42(LC 6) Max UpIift3=-98(LC 16), 2=-89(LC 6) Max Gray 3=52(LC 31), 2=350(LC 17), 4=65(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 28 Ib down and 42 Ib up at 1-10-15 on top chord, and 6 Ib down at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-16 Concentrated Loads (Ib) Vert: 3=11(B) April 5,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039147 B1701676 J13 Jack -Open 5 1 Job Reference (optional) ProBuild Arlington, 0 1 Arlington,WA 98223 -2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:48 2017 Page ID:vyGpOUYMSYmtHzSlybgPgyzPFxK-m 1 S0HcB6MhfTMO7S WThKCuLmOSIwTFI7 NRiIn2zU3yn 3-11-2 2-0-0 3-11-2 3-11-2 3-11-2 Plate Offsets (X.Y)-- [2:Edge 0-4-61 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.35 BC 0.28 WB 0.00 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.02 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=79/Mechanical, 2=360/0-5-8, 4=29/Mechanical Max Horz 2=60(LC 6) Max Uplift3=-26(LC 10), 2=-79(LC 6) Max Gray 3=97(LC 17), 2=369(LC 17), 4=65(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek19 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039148 B1701676 J14 Jack -Open 5 1 Job Reference (optional) n ProBuild Arlington, 1 Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:48 2017 Page 1 I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-m 1 SOHcB6MhfTMO7S WThKCuLmOSpNTFI7N Ri In2zU3yn -2-0-0 i 2-0-12 2-0-0 2-0-12 2-0-12 2-0-12 1 Scale = 1:8.8 0 d Plate Offsets (X.Y)— [2:Edge.0-4-6] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.35 BC 0.06 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=-36/Mechanical, 2=330/0-5-8, 4=14/Mechanical Max Horz 2=43(LC 6) Max Uplift3=-81(LC 16), 2=-96(LC 6) Max Gray 3=21(LC 6), 2=333(LC 17), 4=32(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-12 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIJTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039149 B1701676 J15 Jack -Open 4 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -2-0-0 2-0-0 1-11-11 1-11-11 7.640 s Sep 29 2015 MiTek industries, Inc. Tue Apr 04 13:21:49 2017 Page I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-ED0OVyC I7_nKzAif3ACZI6uxmr4yCi?Gc5SrJVzU3ym 4-o-0 2-0-5 3 1-10-15 1-10-15 1-11111 0-0-12 4-0-0 2-0-5 1 Scale = 1:11.7 I6 Plate Offsets (X.Y)-- [2:Edge.0-4-6] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' DL 8.0 BC SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IBC2015/TP12014 CSI. TC 0.35 BC 0.29 WB 0.00 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.02 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 10 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=-56/Mechanical, 2=348/0-5-8, 4=30/Mechanical Max Horz 2=42(LC 6) Max Uplift3=-98(LC 16), 2=-88(LC 6) Max Gray 3=52(LC 31), 2=351(LC 17), 4=67(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 28 Ib down and 42 Ib up at 1-10-15 on top chord, and 6 Ib down at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (p8) Vert: 1-3=-70, 2-4=-16 Concentrated Loads (Ib) Vert: 3=11(F) April 5,2017 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, OSB -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039150 B1701676 J16 Jack -Open 4 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 :I d 1 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:49 2017 Page I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-EDOOVyC I7_nKzAif3ACZl6uxmr4yCi?Gc5SrJVzU3ym 3-11-11 40 3-11-11 04-5 3 3-11-11 3-11-11 4-8r0 0-0:5 Scale: 1"=1' Plate Offsets (X.Y)— [2:Edge.0-4-61 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.35 BC 0.29 WB 0.00 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.02 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=82/Mechanical, 2=362/0-5-8, 4=30/Mechanical Max Horz 2=60(LC 6) Max Uplift3=-26(LC 10), 2=-79(LC 6) Max Gray 3=100(LC 17), 2=371(LC 17), 4=67(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES • - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty 'Ply 2575-3 K3039151 B1701676 J17 Jack -Open n 2 1 Job Reference (optional) ProBuild Arlington, �I 1 Arlington, WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:50 2017 Page 1 ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-jQamilDN ulvBbKHrdujoHJR6VFQ Bx9FQ rIBOrxzU3yl 4-0-0 l 4-11-8 4-0-0 0-11-8 4-0-0 4-0-0 Scale = 1:14.0 0 Zi") Plate Offsets (X.Y)-- [2:Edge.0-4-61 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.35 BC 0.29 WB 0.00 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.01 2-5 >999 240 Vert(CT) -0.02 2-5 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 13 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=358/0-5-8, 5=30/Mechanical, 3=159/0-1-8 Max Horz 2=69(LC 6) Max Uplift2=-75(LC 6), 3=-43(LC 10) Max Gray 2=364(LC 17), 5=67(LC 5), 3=193(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 1, Job Truss Truss Type Qty Ply 2575-3 K3039152 B1701676 J18 Jack -Open Girder 3 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 -2-0-0 2-0-0 1-11-11 1-11-11 3x4 \\ 1-10-15 1-10-15 1-11111 0412 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:50 2017 Page ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-jQami IDNuIvBbKHrdujoHJR5h FI8x9FQrl BOrXZU3yl 5-11-8 3-11-13 7 4 5-11-8 3-11-13 Scale = 1:15.3 Plate Offsets (X.Y)-- [2:Edge 0-4-6] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015TTP12014 CSI. TC 0.40 BC 0.81 WB 0.00 (Matrix) DEFL. in (loc) Ildefl Ud Vert(LL) -0.07 2-4 >942 240 Vert(CT) -0.13 2-4 >524 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=-44/Mechanical, 2=364/0-5-8, 4=45/Mechanical Max Horz 2=42(LC 6) Max Uplift3=-87(LC 16), 2=-79(LC 6) Max Gray 3=24(LC 6), 2=366(LC 17), 4=102(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. . 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 Ib down at 2-0-12, and 6 Ib down at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (p8) Vert: 1-3=-70, 2-4=-16 April 5,2017 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mffek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039153 B1701676 J19 Jack -Open 3 1 Job Reference (optional) ProBuild Arlington, c'1 r10 Arlington,WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:51 2017 Page ID:vyGpOUYMSYmtHz5ybgPgyzPFxK-Bc88weE?fc12DTs1BbE1gXzHFffWgcVZ4Pxy0NzU3yk 3-11-11 I 5-11-8 3-11-11 1-11-13 3x4 \\ 3-10-15 3-10-15 3-1,111 0412 4 5-11-8 Scale = 1:15.3 0 Plate Offsets (X.Y)-- (2:Edge.0-4-61 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IBC2015/TP12014 CSI. TC 0.35 BC 0.74 WB 0.00 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.07 2-4 >942 240 Vert(CT) -0.13 2-4 >524 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 14 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=82/Mechanical, 2=377/0-5-8, 4=45/Mechanical Max Horz 2=60(LC 6) Max Uplift3=-26(LC 10), 2=-69(LC 6) Max Gray 3=100(LC 17), 2=387(LC 17), 4=102(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekw connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oty Ply 2575-3 K3039154 81701676 J20 Jack -Open 13 1 Job Reference (optional) ProBuild Arlington, 1 N f6- Arlington, WA 98223 -2-0-0 2-0-0 2 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 0413:21:51 2017 Page 1 ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-Bc88weE?fc12DTs1 BbE1gXzEvffWgcVZ4PxyONzU3yk 5-11-8 5-11-8 3x4 \\ 1 5-11-8 4 5-11-8 Scale = 1:15.4 Plate Offsets (X.Y)-- 12;Edge.0-4-6] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.56 BC 0.74 WB 0.00 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.07 2-4 >942 240 Vert(CT) -0.13 2-4 >524 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 17 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=168/Mechanical, 2=430/0-5-8, 4=45/Mechanical Max Horz 2=79(LC 6) Max Uplift3=-48(LC 10), 2=-75(LC 6) Max Gray 3=205(LC 17), 2=446(LC 17), 4=102(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wit fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 5,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oty Ply 2575-3 K3039155 B1701676 J21 JACK -OPEN 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:51 2017 Page 1 ID:vyGpOUYMSYmtHzSlybgPgyzPFxK-Bc88weE7fc12DTs1 BbE1gXzLIfomgcVZ4Pxy0NzU3yk 2-11-8 2-11-8 3x4 \\ 2-11-8 2-11-8 Scale = 1:9.6 Plate Offsets (X.Y)— [1:Edge.0-4-6] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.13 BC 0.14 WB 0.00 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.00 1-3 >999 240 Vert(CT) -0.01 1-3 >999 180 Horz(CT) -0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 7 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 1=115/0-5-8, 2=93/Mechanical, 3=21/Mechanical Max Horz 1=28(LC 6) Max Upliftl=-3(LC 6), 2=-26(LC 6) Max Gray 1=115(LC 1), 2=93(LC 1), 3=48(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039156 B1701676 J22 Jack -Open 4 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:52 2017 Page 1 I D:vyGpOUYMSYmtHz5lybq PgyzPFxK-foiX7_FdQv9vgdREIJIGMk WS?38?P31j13gVwgzU3yj 2-11-8 2-0-0 2-11-8 2-11-8 2-11-8 Scale = 1:10.4 Plate Offsets (X Y)— [2:Edge.0-4-61 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.35 BC 0.14 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 2-4 >999 240 Vert(CT) -0.01 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 10 ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=28/Mechanical, 2=336/0-5-8, 4=21/Mechanical Max Hoa 2=51(LC 6) Max Uplift3=-39(LC 16), 2=-84(LC 6) Max Gray 3=39(LC 17), 2=342(LC 17), 4=48(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 5,2017 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039157 81701676 J23 JACK -OPEN 5 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:52 2017 Page 1 I D: vy G p O U Y M SYm t H z51 y b g P qyz P F x K-fo i X 7_ F d Q v9 vq d R E I J I G M k W i v3A h P 31j 13 g Vwgz U 3 y -2-0-0 1-5-8 2-0-0 1-5-8 1-5-8 1-5-8 Scale = 1:7.8 Plate Offsets (X Y)-- [2:Edge.0-4-6] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8 0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.29 BC 0.04 WB 0.00 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 6 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=-56/Mechanical, 2=308/0-5-8, 4=11/Mechanical Max Horz 2=38(LC 6) Max Uplift3=-91(LC 16), 2=-95(LC 6) Max Grav 3=29(LC 6), 2=309(LC 17), 4=25(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-5-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 1(3039158 B1701676 J24 Jack -Open 2 1 Job Reference (optional) ProBuild Arlington, :42/,, Arlington,WA 98223 -2-0-0 2-0-0 1-11-11 1-11-11 1-10-15 1-10-15 1-1[1111 0-0-12 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:53 2017 Page 1 I D:vyGpOUYMSYmtHz5lybgPgyzPFxK-7?FvKKFFBDH m Sn?Q IOGVvy2cITLp8W?sXjQ3SGzU3yi 6-0-0 4-0-5 7 4 6-0-0 4-0-5 Scale = 1:15.4 Plate Offsets (X Y)-- [2:Edge 0-4-6] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.35 BC 0.75 WB 0.00 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.07 2-4 >922 240 Vert(CT) -0.13 2-4 >512 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=-44/Mechanical, 2=364/0-5-8, 4=46/Mechanical Max Horz 2=42(LC 6) Max Uplift3=-87(LC 16), 2=-79(LC 6) Max Gray 3=24(LC 6), 2=367(LC 17), 4=103(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 Ib down at 2-0-12, and 6 Ib down at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-3=-70, 2-4=-16 April 5,2017 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039159 61701676 J25 Jack -Open 2 1 Job Reference (optional) ProBuild Arlington, 1 Arlington,WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:53 2017 Page 1 I D: vyGpOUYMSYmtHz5lybgPgyzPFxK-7?FvKKFFBDHm Sn?Q IOGVvy2cITLp8W?sXjQ3SGzU3yi 3-11-11 1 6-0-0 3-11-11 2-0-5 1 3-10-15 3-10-15 3-11111 o -d-12 4 6-0-0 2-0-5 Scale = 1:15.4 1� d Plate Offsets (X Y)— [2:Edge.0-4-6] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.35 BC 0.75 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.07 2-4 >922 240 Vert(CT) -0.13 2-4 >512 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 14 Ib FT = 20% - LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=82/Mechanical, 2=378/0-5-8, 4=46/Mechanical Max Horz 2=60(LC 6) Max Uplift3=-26(LC 10), 2=-69(LC 6) Max Gray 3=100(LC 17), 2=387(LC 17), 4=103(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. =1 MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039160 B1701676 J26 Jack -Open 2 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:54 2017 Page ID:vyGpOUYMSYmtHz5lybq PgyzPFxK-bBpHYgGtyXPd4xacsknkS9bk4sh2tzF?mN9c_izU3yh 5-11-11 6Q-0 5-11-11 0-0-5 5-11-11 5-11-11 61-0 0-6-5 Scale = 1:15.4 Plate Offsets (X.Y)- j2:Edge,0-4-61 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.57 BC 0.75 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.07 2-4 >922 240 Vert(CT) -0.13 2-4 >512 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 17 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (lb/size) 3=168/Mechanical, 2=431/0-5-8, 4=46/Mechanical Max Horz 2=79(LC 6) Max Upliift3=-48(LC 10), 2=-75(LC 6) Max Gray 3=206(LC 17), 2=447(LC 17), 4=103(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 5,2017 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M8-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oty Ply 2575-3 K3039161 B1701676 J27 Jack -Open 2 1 Job Reference (optional) ProBuild Arlington, 1 Arlington, WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:54 2017 Page ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-bBpHYgGtyXPd4xacsknkS9bk?sh2tzF?m N9c_izU3yh 6-0-0 I 7-11-11 6-0-0 1-11-11 1 6-0-0 6-0-0 Scale = 1:19.8 4 0 0 Plate Offsets (X.Y)-- [2:Edge.0-4-6] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IBC2015/TP12014 CSI. TC 0.57 BC 0.75 WB 0.00 (Matrix) DEFL. in (loc) 1/defl Ud Vert(LL) -0.07 2-5 >922 240 Vert(CT) -0.13 2-5 >512 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 19 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-1-8. (Ib) - Max Horz 2=97(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 4, 2, 3 Max Gray All reactions 250 Ib or less at joint(s) 4, 5 except 2=445(LC 17), 3=294(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; VuR=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2, 3. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039162 B1701676 J28 Jack -Open 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -2-0-0 2-0-0 6-0-0 6-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:55 2017 Page I D: vyGpOUYMSYmtHz5lybgPgyzPFxK-3N NflOH VjgXTh59pQ RJz_N8vQGOHcQU9_1 v9X8zU3yg 9-4-15 3-4-15 6-0-0 6-0-0 Scale = 1:22.7 I$ Plate Offsets (X.Y)- [2:Edge.0-4-6] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * DL 8.0 BC SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.53 BC 0.75 WB 0.00 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.07 2-6 >922 240 Vert(CT) -0.13 2-6 >512 180 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 21 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (t=length) 2=0-5-8, 3=0-1-8, 4=0-1-8. (Ib) - Max Horz 2=111(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 5, 2, 3, 4 Max Gray All reactions 250 Ib or less at joint(s) 5, 6, 4 except 2=439(LC 17), 3=294(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 3, 4. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. m d> April 5,2017 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039163 B1701676 KO1 Flat Girder 2 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:55 2017 Page 1 ID:vyGpOUYMSYmtHz5 ybgPgyzPFxK-3NNfIOHVjgXTh59pQRJz_N8oLGAvcQR9_1v9X8zU3yg 3-11-2 3-11-2 6 4 11 4x4 = 4 2x4 11 3-11-2 3 4x6 = 3-11-2 1 Scale =1:10.0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ` 8.0 BCDL SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.98 BC 0.07 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.01 3-4 >999 240 Vert(CT) -0.01 3-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 30 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std REACTIONS. (Ib/size) 4=664/0-5-8, 3=733/Mechanical Max Horz 4=29(LC 5) Max Uplift4=-99(LC 4), 3=-61(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-635/117, 2-3=-704/75 BRACING - TOP CHORD BOT CHORD 2-0-0 oc purlins: 1-2, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 268 Ib down and 83 Ib up at 0-6-12, and 832 Ib down and 73 Ib up at 2-6-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 3-4=-16 Continued on page 2 April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039163 B1701676 K01 Flat Girder 2 2 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 5=-262 6=-822 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:55 2017 Page 2 ID:vyGpOUYMSYmtHz5 ybgPgyzPFxK-3NNf1OHVjgXTh59pQRJz_N8oLGAvcQR9_1v9X8zU3yg A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/01/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039164 B1701676 SO1 Jack -Open 12 1 Job Reference (optional) ProBuild Arlington, rn 6 Arlington, WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:56 2017 Page D:vyGpOUYMSYmtHz5lybgPgyzPFxK-XZx1 zLI8U8fKJFk?_8gCXag8ug W2 LtkIDhej3bzU3yf 1-11-11 2-91t0 1-11-11 0-0:5 3 1-11-11 1-11-11 2-11t0 0 s Scale = 1:8.7 Plate Offsets (X.Y)— 12:Edge.0-4-6] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.29 BC 0.07 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 7 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (lb/size) 2=302/0-5-8, 4=16/Mechanical, 3=-9/Mechanical Max Horz 2=42(LC 6) Max Uplift2=-84(LC 6), 3=-57(LC 16) Max Gray 2=305(LC 17), 4=35(LC 5), 3=13(LC 6) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 5,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 2575-3 K3039165 81701676 S01A Jack -Open 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 M 1-11-11 1-11-11 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:56 2017 Page ID:vyGpOUY MSYmtHz5lybgPgyzPFxK-XZx1 zLI8U8fKJFk?_8gCXagCVg W2LtkIDhej3bzU3yf 2-9t0 D-5 3x4 \\ 1-11-11 1-11-11 2-10 0-0:5 d Scale = 1:7.9 Plate Offsets (X Y)— [1`Edge.0-4-6] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.06 BC 0.07 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 1 >999 240 Vert(CT) -0.00 1-3 >999 180 Horz(CT) -0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 5 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 1=83/0-5-8, 3=16/Mechanical, 2=67/Mechanical Max Horz 1=19(LC 6) Max Upliftl=-2(LC 6), 2=-18(LC 6) Max Grav 1=83(LC 1), 3=35(LC 5), 2=67(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Td between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 5,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oty Ply 2575-3 K3039166 B1701676 S02 Jack -Open 7 1 Job Reference (optional) ProBuild Arlington, 1 Arlington, WA 98223 -2-0-0 2-0-0 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:56 2017 Page 1 D:vyGpOUYMSYmtHz5lybgPgyzPFxK-XZx 1 zLI8U8fKJFk?_BgCXag8ug W2LtkI Dhej3bzU3yf 2-0-0 1 3-11-11 2-0-0 1-11-11 2-0-0 2-0-0 Scale = 1:12.2 Plate Offsets (X.Y)-- [2:Edge.0-4-6) LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.29 BC 0.07 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 10 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (Ib/size) 3=97/Mechanical, 2=332/0-5-8, 4=16/Mechanical Max Horz 2=60(LC 6) Max Uplift3=-29(LC 10), 2=-81(LC 6) Max Gray 3=116(LC 17), 2=341(LC 17), 4=35(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ro April 5,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek* 250 Klug Circle Corona, CA 92880 it Job Truss Truss Type Qty Ply 2575-3 K3039167 B1701676 S03 Jack -Open 2 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 -2-0-0 2-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Apr 04 13:21:57 2017 Page ID:vyGpOUYMSYmtHz5lybgPgyzPFxK-?mVQAhImESnBxOJBXsLR3oDD94sH4K_SSLOGb1zU3ye 2-0-0 5-11-11 2-0-0 3-11-11 2-0-0 2-0-0 Scale = 1:16.3 I6 0 Plate Offsets (X Y)-- [2:Edge.0-4-6] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.64 BC 0.07 WB 0.00 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud/Std REACTIONS. (lb/size) 3=180/Mechanical, 2=389/0-5-8, 4=16/Mechanical Max Horz 2=79(LC 6) Max Uplift3=-50(LC 10), 2=-88(LC 6) Max Gray 3=218(LC 17), 2=404(LC 17), 4=35(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 5,2017 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSIRPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION 13/ " Centerplate on joint unless x, a y are indicated. Numbering 6-4-8 System dimensions shown in ft -in -sixteenths ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 9 1 rY 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or altemative Tor I bracing should be considered. 3. Neverexceed the design loading shown and never stackkmaterials on inadequately braced trusses. s Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. I 1 TOP CHORDS I (Drawings not to scale) 2 3 offsets WMDimensions are in ft -in -sixteenths. lirIlk Apply plates to both sides of truss and fully embed teeth. �� 0'16 TOP CHORD C1-2 c2-3 p O= U p4. ■ _� For 4 x 2 orientation, locate plates 0 1,�' from outside edge of truss. This symbol indicates the c7-8 C6- C5-6 F BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC ES Reports: ESR -1311, ESR -1352, ESR1988 ER -3907, ESR -2362, ESR -1397, ESR -3282 . Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs relyon lumber values g established by others. © 2012 MiTek® All Rights Reserved required direction of slots in * PLATE LATERAL BEARING Plate software 4 FNM■ location x , connectorplates. details available in MiTek 20/20 or upon request. SIZE The first dimension is the plate 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings � (supports) occur. Icons vary but reaction section indicates joint Me MiTelk7 F%iI MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 number where bearings occur. Min size shown is for crushing only. _� Industry Standards: ANSI/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. June 08, 2017 City of Tukwila Department of Community Development CARY LANG 29815 24 AVE SW FEDERAL WAY, WA 98023 RE: Correction Letter # 2 COMBOSFR Permit Application Number D17-0096 CARY LANG - PARCEL A - 13945 53RD AVE S Dear CARY LANG, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient. (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) From the previous correction memo, three of four items were satisfied, however number 1 has not been addressed. Also, the revision submittal slip indicated on line #2 "Copies of Geotech has been submitted" which was not a requested item as the Geotech report had already been submitted. Please address the requested information where two separate heating/conditioning systems shall be required, one for each separate dwelling unit. (see item 1 below) ["1. I could not see any provisions for heating and ventilation for the ADU. Conditioning of that space shall be dependent upon adjacent residence. Provide clarification for separate space conditioning. (IRC R303.9)"] Note: In response to these corrections for this permit -plan -review, other corrections may be needed. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D17-0096 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 0 0 Cary Lang Construction - Three Residential Lots, S 136th St, Tukwila, WA Geotechnical Engineering Report January 26, 2017 P846 -T17 6.0 CLOSURE The conclusions and recommendations presented in this report are based, in part, on the explorations that we observed for this study; therefore, if variations in the subgrade conditions are. observed at a later time, we may need to modify this report to reflect those changes. Also, because the future performance and integrity of the project elements depend largely on proper initial site preparation, drainage, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. MGI is available to provide geotechnical monitoring of soils throughout construction. We appreciate the opportunity to be of service on this project. If you have any questions regarding this report or any aspects of the project, please feel free to contact our office. Respectfully submitted, MIGIZI GROUP, INC. Zac L. Logan Staff Geologist Migizi Group, Inc. Page 12 of 12 James E. Brigham, P.E. Principal Engineer nig G3/1aj1, RECEIVED CITY OF TUKWILA MAY 2.3 2017 PERMIT CENTER ORRECTION .TR# _I.._._...�. City of Tukwila May 22, 2017 Department of Community Development CARY LANG 29815 24 AVE SW FEDERAL WAY, WA 98023 RE: Correction Letter # 1 COMBOSFR Permit Application Number D17-0096 CARY LANG - PARCEL A - 13945 53RD AVE S Dear CARY LANG, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient. (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. I could not see any provisions for heating and ventilation for the ADU. Conditioning of that space shall be dependent upon adjacent residence. Provide clarification for separate space conditioning. (IRC R303.9) 2. The plan design calls for 4/12 roof pitch. Minimum roof pitch for the City of Tukwila for new construction shall be 5/12. Revise elevation plans, engineers plan and calculations to include roof truss package to show minimum of 5/12. (TMC 18.50.050 #6) 3. Outdoor combustion air shall be provided for gas appliances located in the garage. Show combustion air opening(s) with sizes specified in the garage. (IRC G2407.6 & IFGC 304.5) 4. Verify or specify Whole house ventilation and type provided for the ADU separate from the main residence. (IRC SECTION M1507) Note: This permit plan review may not be complete as revised plans may require further corrections. 6300 Southcenter Boulevard Suite #100 Tukwila Washington 98188 206-431-3670 PLANNING DEPARTMENT: Lindsay Brown at 206-433-7166 if you have questions regarding these comments. 1. Advisory: A rental license is required if either the main home or the accessory dwelling unit is rented. More information can be found here: http://www.tukwilawa.gov/departments/community-developmenthental-housing/. 2. The minimum roof pitch allowed for single family homes is 5/12. Revise and resubmit elevations reflecting the change. PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. 1. Prior to Public Works approval of this Building permit; provide a completed Traffic Concurrency Certificate Application & pay a Test Fee in the amount of $300.00 under Public Works permit no. C17-00xx. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that three (3) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206)-433-7150. Sincerely, ac el'e ipley Permit Technician File No. D17-0096 6300 Southcenter Boulevard Suite #100 1/7XNZLOD:DVKLQJWRQY3KRQH2O6-431-3670y)D[ . Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D17-0096 Grantor: CARY LANG CONSTRUCTION, INC., a Washington State Corporation Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 53rd Ave. South and adjacent to 13951 53rd Ave. South. Abbreviated Work Description: Work within the City Right -of -Way, including driveway access, traffic control, water service, fire hydrant, storm drainage, utilities, undergrounding of power, sanitary side sewer and street use. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this 1 day of ,2017. STATE OF WASHINGTON) )ss. County of King ) Authorized Signature / Grantor I certify that I know or have satisfactory evidence that (--as OrtrAal 1,6,L is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath ted that he was authorized to execute the instrument and acknowledged it as the - S t` r u of Cary Lang Construction, Inc., a corporation, to be the free and voluntary act of such party for the uses and purposes mentioned in this instrument. Dated ()10(P-( ((7 LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 Nofary Public in and for the State of Washington residing at (-4,C) My appointment expires 05/(3-q �/ DATED this day of '\Jc,Cf(l -e , 2017 GRANTEE: CITY of TUKWILA By: Print Name: Bob Giberson Its: Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 Name: NOTARY PUBLIC, in and for the State of Washington, residing at My commission expires:a ' - // UNDERGROUNDING AGREEMENT WAIVER TO UNDERGROUNDING ORDINANCE OBLIGATION FOR FUTURE UNDERGROUNDING In accordance with the Tukwila Municipal Code, Cary Lang Construction, Inc. proposed power located within the City of Tukwila right-of-way (13945 53rd Ave. South) requires undergrounding. The undergrounding requirement is hereby waived provided that Cary Lang Construction, Inc. agrees to participate in future undergrounding improvements for its proportionate share of the undergrounding costs. Furthermore, if the L.I.D/U.L.I.D process is used to carry out the construction of the undergrounding improvements, Cary Lang Construction, Inc. waives the right to protest the L.I.D/U.L.I.D formation. Cary Lang Construction, Inc. retains the right to contest the method of calculating assessments in such L.I.D/U.L.I.D and the amount thereof to be levied. This Agreement shall be recorded by the City Clerk with the King County Auditor as required by the RCW. This Agreement shall be binding upon the parties, their respective heirs, legal representatives, assignees, transferees and successors. APPLICANT: Applicant (Signature) (4-iz-e( 71-71/6- - .ta5; Applicant (Print Name) Street Address Page 1 of 2 OW/ Date 20C- G/z_3--fid. Phone (4v' tL4 7:fd 2 City, State, Zip STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that Cary Lang is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as the of Cary Lang Construction, Inc., a corporation, to be the free and voluntary act of such party for the uses and purposes mentioned in this instrument. CP-Lday of it ct9 (61 ) c 0 Given under my hand and official seal this LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 CITY OF TUKWILA Public Works Director Si:natare Print Name NOTARY PUBLIC IN AND FOR THE STATE OF WASHINGTON, RESIDING AT GL, My commission Expires O.,1,9 --q (( 3' Date 4ERMIT COORD COPS PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0096 DATE: 06/14/17 PROJECT NAME: CARY LANG - PARCEL.A SITE ADDRESS: 13945 53 AVE S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 2 Revision # after Permit Issued DEPARTMENTS: AN1 le 141 Building Division Public Works ❑ Fire Prevention Structural El Planning Division ❑ Permit Coordinator n PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 06/15/17 Structural Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07/13/17 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: `Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW 0 Staff Initials: 12/18/2013 COPY Q L.e3 i e. CC -CRD PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0096 DATE: 05/24/17 PROJECT NAME: CARY LANG - PARCEL A SITE ADDRESS: 13945 53RD AVE S Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: 4. 5t2 1 Building Division KR AV- 6 -`&1 -ti public Works Fire Prevention Structural itoi,,uB AP G-7-17 Planning Division Permit Coordinator Ti PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 05/25/17 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: DUE DATE: Approved with Conditions Denied ❑ (ie: Zoning Issues) 06/22/17 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: _ v 7 Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 � a PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0096 DATE: 04/17/17 PROJECT NAME: CARY LANG - PARCEL A SITE ADDRESS: 14910053 AVE S X Original Plan Submittal TSg445-- Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: R -J Building Division M CoY O- 3�r Public Works 0 A,n �e s0a� Fire Prevention Structural SNP COIF ) I81 Planning Division ❑ Permit Coordinator 0 PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 04/18/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: 05/16/17 ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) - (ie: Zoning Issues) El Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: 1,1 - - ---- Fire 0 P1ng l� PWI Staff Initials: 12/18/2013 CD City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.atukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be acce ; `ed through h the mail, fax, etc. Date: 67/ / Check/Permit Number: D17-0096 ❑ Response to Incomplete Letter # • Response to Correction Letter # 2 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Cary Lang — Parcel A Project Address: 13945 53 Ave S RECEIVED CITY OF TUKWILA JUN 14 2017 PERMIT CENTER Contact Person: t.�L' Z /6"1 Phone Number: 2. D (- 1(2 Sma; y of Revision: ADD l) rhe/` lrvo 5 7-14-714r t"fl I - t` rtJ�w i -eel / d t eiro 6c- /1bV /See e/occd) &'P Ve/Y /Q7—( GVK Fri 2c/AAI06111. /"CtileiVw /k-R'r © 61 b _i! (6'e Clor.dJ Sheet Number(s): "Cloud" or highlight all areas of revision including date of re7iisijn Received at the City of Tukwila Permit Center by: 'Entered in TRAKiT on CD `M ' ( 7 \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. DDate: w Plan Check/Permit Number: I 0 0 % ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Project Address: Contact Person: RECEIVED CITY OF TUKWILA MAY 2 3 2097 PERMIT CENTER /3 9i<$ s.3'-� A— e -7-U lG I.. /4 - Phone Number: 6-10-3 -.5J.S 5 Summary of Revision: IQ„esP,j.t(� t� ,,,,'/ �,Ap `e,4w n04�%5 -311 13.-.71.4 /iec4 co ode c C1/ 17.w,.I Li/ a/4;moo6CS.o c s M F 6 t o he 1.--,7"C lzxs , c i- e t l/G 4'0'4 d(0--40✓`'�/ 03 ffs rtSs w+ �,o(o w �i a -J ,�ti ^i q Dal (S -'e- /O4- .e Z ifre ep, 6 C te 40- p cc.6 tt,./aes- Sheet Number(s): "Cloud" or highlight all areas of revision including to of revi ' n Received at the City of Tukwila Permit Center by: /kith /0 Entered in TRAKiT on W:\Permit Center\Templates\Forms Revision Submittal Forn.doc Revised: August 2015 Residential Sewer Use ertification b�� ooGl �/ La King County i Department of Natural Resources and Parks Sewage Treatment Caplty Charge Wastewater Treatment Division To be completed for all new sewer connections, reconnections, or change of use of existing connections. Please Print or Type r. i� 5 Property Street Address City State e ,' 6-0 Owner's Na, e f/5- ZIP Owrp Mailing Ad ress ,J. City State 4-tr It %z ZIP 2' 4- ` 2-3 -5o Owner's Phone Number (with Area Code) Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): Name Street Address City State ZIP Residential Customer Please check appropriate box: Equivalent (RCE) ;K:Single-family (free standing, detached only) 1.0 Multi -Family (any shared walls): ❑ Duplex (0.8 RCE per unit) ❑ 3-Plex (0.8 RCE per unit) ❑ 4-Plex (0.8 RCE per unit) ❑ 5 or more (0.64 RCE per unit) No. of Units x 0.64 = Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 = If Multi -family, will units be sold individually? ❑Yes ❑ No If yes, will this property have a Homeowner's Association? ❑ Yes ❑ No 1.6 2.4 3.2 For King County Use Only Account # No. of RCEs Monthly Rate Sewer District Date of Sewer Connection Side Sewer Permit Number Required: Property Tax Parcel Number RECEIVED lTV OF TUKWILA, APR , 2017 PERMIT CENTER Subdivision Name Subdivision Number Lot Number Block Number Building Name Please report any demolitions of pre-existing structures on this property. Credit for a demolition may be given under some circumstances. (See King County Code 28.84.050, 0.5) Demolition of pre-existing structure? ❑ Yes ❑ No Was structure on Sanitary Sewer? ❑ Yes [ No Was Sewer connected before 2/1/90? ❑ Yes ❑ No Sewer disconnect date: Type of structure demolished? Request to apply demolition credit to multiple structures? ❑ Yes ❑ No Pursuant to King County Code 28.84.050, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council at a rate per month, per residential customer or residential customer equivalent, for a period of fifteen years. The purpose of the charge'is to recover costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206-477-5516. understand that the information given is corre t. I understand that the capacity charge levied will be based on this information. I understand that any deviio a reit in a revised capacity charge. Signature of Owner/Representative Print Name of Owner/Representative 1610_6969w_res_sewer_cap_chg_1057.indd Date 7//7 White - King County Yellow - Local Sewer Agency Pink - Sewer Customer (Rev. 10/16) <Sem Parcel No: 0 City of Tukwila 0 Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov Address: 13945 53RD AVE S Applicant: CARY LANG - PARCEL A WATER METER INFORMATION Permit Number: D17-0096 Issue Date: 6/21/2017 Permit Expires On: 12/18/2017 DESCRIPTION OF WORK: CONSTRUCT A NEW 3249 SQ FT SINGLE FAMILY RESIDENCE WITH A 720 SQ FT ATTACHED GARAGE AND A 202 SQ FT COVERED DECK METER #1 METER #2 METER #3 Water Meter Size: 1" Water Meter Type: PERM Work Order Number: 21740108 Connection Charge: $100.00 $0.00 $0.00 Installation: $950.00 $0.00 $0.00 Plan Check Fee: $10.00 $0.00 $0.00 Inspection Fee: $15.00 $0.00 $0.00 Turn on Fees: $50.00 $0.00 $0.00 Subtotal: $1,125.00 $0.00 $0.00 Cascade Water Alliance (RCFC): $6,005.00 $0.00 $0.00 TOTAL WATER FEES: $7,130.00 CARY LANG CONSTRUCTION I Home Espanol Contact Safety & Health Claims & Insurance Washington State Department of �) )Labor & Industries 0 Search L&I Page 1 of 2 A-Z:Index lelh My L&:[ Workplace Rights Trades & Licensing CARY LANG CONSTRUCTION INC Owner or tradesperson Principals LANG, CARY MITCHEL, PRESIDENT LANG, JENNIFER ANN, SECRETARY Doing business as • CARY LANG CONSTRUCTION INC WA UBI No. 601 231 391 29815 24TH AVE SW FEDERAL WAY, WA 98023 253-661-6880 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. CARYLCI101OF Effective — expiration 09/06/1990— 09/26/2018 Bond DEVELOPERS SURETY & INDEM CO Bond account no. 796451C $12,000.00 Received by L&I Effective date 09/10/2008 08/09/2008 Expiration date Until Canceled Insurance .......„. ............. INTERNATIONAL INSURANCE COMPAN $1,000,000.00 Policy no. IG06C004381-00 Received by.L&I _ Effective date 09/01/2016 09/10/2015 Expiration date 09/10/2017 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601231391 &LIC=CARYLCI 101 OF&SAW= 6/21/2017 00 Layout Name: (BINH DINH SHORT PLAT)\CADD\Drawings\BUILDING LOT 2\R16800—PS—C1.dwg L:\Working\R16800 — 13951 0 0 Apr 07, 2017 — 8:29am X 10' UTILITY EASEMENT PER KING COUNTY RECORDING NO. 721020059 — (f) C.1) 1j) SOMH Rai = 50547' ii‘IERT /3 T • • `,2.;,.) • 10' UPLITY l'E.A r:170:7•1 T PER Kitti,.' ,t0UN RECORQING NO. 7210200580 • '• •.•• ^ • • , _-=_1111.-11:_'-_\ 01\--_--_---311111 011"-_-_-----\ 1 \---_-_--1111:-_--=-31\--..-:= 111, \--=-1-10115------.11\----- "--.11----\\V-:--1 _\\\— \\\\ \\T-_-:----1117..=-311\-=__-1 \\\:-_=.31\--_-=--111=-\\ -=_\\ \\\--=--11,E-.-_- \\V-3----111:--:---111 -------\\_F-P-=-1 \----- • <e ' V —589°22200"W— 129.193' • SS S TEMPORARY STOCKPILE COVER WITH PLASTIC PER DETAIL THIS SHEET •• •• .• •• ^ ^ • • • • S 20' INGRESS, EGRESS & UTILITY EASEMENT X X Lt y - S , 8" PVC 0 ±.!' • c-ct, 'r• INSTALL SILT FENCE PER DETAIL THIS SHEET •••••. „,• X X - X •)••', 7 \ 0 0 ; • P: :IPH= C.": —... S INSTALL CONSTRUCTION ENTRANCE PER DETAIL THIS SHEET CATCH BASIN GRATE 111111111•OBI I•III III 1111 II OVERFLOW cFILTER MEDIA FOR DEWATERING POROUS BOTTOM N89°22'00"E 129.291' L NOTES: THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS A MIN. 0.5 CUBIC FEET OF STORAGE WITH THE MEANS TO DEWATER THE STORED SEDIMENT, PROVIDE AN OVERFLOW, AND CAN BE EASILY MAINTAINED. INLET PROTECTION DETAIL PER 2016 KCSWDM FIGURE C.3.9.B SCALE: NONE REVISIONS No changes shall be made to the scope of work withal it prior approval of Tukwila Building Division These plans have been reviewed by the Publi Works Department for conformance with cm4nt cfonrip!on rev •J fees VOT7: will rcouire plan submittai City standards. Acceptance is subject to errors ' an(I omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: TOE IN SHEETING IN MINIMUM 4"X4" TRENCH 1, PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED PLASTIC COVERING DETAIL PER 2016 KCSWDM FIGURE C.3.4.A SCALE: NONE JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. :47 - • : 3,3 VP/////: ...-1/27/7/7/Z7//////77/i/i/.../,/77777/2221/,/V72; INSTALL INLET PROTECTION PER DETAIL THIS SHEET 1 X lJ - .• 20' - ROW • j ASPHALT 1) 12" CMP .00 CONC. ORI VEWR Y HOUSE. /../7.7-/////// /../-:////////y/..../.1„,////////////////2 SEPARATE PERMIT REQUIRED FOR: P yechanical erElectrical El Plumbing O Gas Piping City of Tukwila BOLDING DIVISION 2" X 2" X 14 GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED. , 4 111.44-1 6' MAX. POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED 2" X 4" WOOD POSTS. STEEL FENCE POSTS, REBAR, OR EQUIVALENT 11 z 2 FILTER FABRIC er t ' o 0011(0 Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any ad•pted code or ordinance. Recclg of approved Fid CA and conditions is acknowledged: By: Date: 2 - City of Tukwila BUILDING DIVISION UNDISTURBED GROUND BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" - 1.5" WASHED GRAVEL NOTES: FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. SILT FENCE DETAIL PER 2016 KCSWDM FIGURE C.3.6.A SCALE: NONE • • (N 0 • RIM = 499.87' INVERT = 496.8' • •••• •-• • ".„ Know what's below. Call before you dig. HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. CONTRACTOR TO PROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD EDGE OF EXISTING PAVEMENT `--X c.f) 0 0) (T) WP- C%) -.61111 0 ( C/) C ) ) w rr ' ) C.) LEGEND 20' - ROW 53MH RIM = 499-34' INI/F.Rt = 484,8' 0 ps) • w 1 m • PROPERTY LINE RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE ADJACENT PROPERTY LINE EASEMENT LINE PROPERTY CORNER REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 6 2017 •Prd P42 City of Tukwila BUILDING DIVISION 100' MIN. RECEIVED CITY OF TUKWILA APR 17 2017 PERMIT CENTER INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE 4" TO 8" QUARRY SPALLS 2MIN. 15' MIN. PROVIDE FULL WIDE OF INGRESS/EGRESS AREA NOTES: AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT. RUNOFF DRAINS OFF THE ROAD. lbCONSTRUCTION ENTRANCE DETAIL PER 2016 KCSWDM FIGURE C.3.1.A SCALE: NONE 1 REFERENCE SHEET NO. C1 SHEET 1 OF 2 SHEETS TESC PLAN AND DETAILS ISSUE DATE 53 o E L. H. PHAN DESIGNED BY: L. H. PHAN ca H. H. PHAN CHECKED BY: H. H. PHAN PROJ. MNGR: REVISION DESCRIPTION 0 T 0 J E 0 z 53rd Ave S (BINH DINH SHORT PLAT)\CADD\Drawings\BUILDING LOT 2\R16800—PS—C2.dwg L: \Working\R16800 0 a_ 0 E D N 0 N 0 0 L) ( 5 - RIM ... .505.47' /NW'. f .._ 496.1' CO CO T 10' UTILITY EASEMENT PER KING COUNTY RECORDING NO. 7210200580 ;< X I E=494.56 '(FIELD VERIFY) 10' BSBL • • 24 LF 4" 'SIDE SEWER; @2..Q0 1, CJ.:LO .!` Sr '1f•^N PER Ylr'N`, :GUN TY }.: ':::'51,450 Na 7210000580 Cy X 1 EX. SEWER MAIN ( PROTECT DURING CONSTRUCTION) sc J FTDR FTD - s S89°22'0OW FTDR 229:93' SD 20' INGRESS, EGRESS & UTILITY EASEMENT 'IISCHARGE ''� -A EX.. DITCH - -i ..,0,9 '49 O — SD'l 30 LF 6" ADS N12 SD @ 1.00% FTDR A D • • ' P VC -499 0" X X X 16' ASPHALT ACCESS DRIVEWAY PER SHORT PLAT ,6-0047 CIVIL PLANS 11" X REGRADE EX. DITCH SEE SHORT PLAT L16-0047 CIVIL PLANS,i, ,1\ X X -- X UTILITY TRENCH (POWER, TEL & CATV) PER SHORT PLAT L16-0047 CIVIL PLANS,: • 1` : 497 42' • r X. GAS MAIN • ('4. b i• c CJ r 140 LF 1 %2"WAThR'' SERVICE LINE PER SHORT PLAT L16-0047 CIVIL PLANS Dp PARCEL A (9,094 SQ. F-) 53.3' r J ■ GARAGE=501.50 58 LF 1 * " WATER SERVICE LINE PROPOSED SINGLE FAMILY RESIDENCE FFE=502.00 D A CONSTRUCT_PERFORATED TIGHLINE INFILTRATION TRENCH PER DETAIL 1 NEW 1" WATER METER (BY CITY OF TUKWILA) vz //77/////7///777,14 /.////i%i/1j ! ****'-PSR SHORT PLAT L16-0047 CIVIL PLANS 50 f,..., ... ,s Y L 10 LF 6" ADS N12 SD COLLECTOR @ 1.00% 0 (1) (Y): • • • • 1. • • • • l • . • 4" PERF. FOOTING- DR AIN @ 1.00% MIN. -i • • • 5'BSBL -510- 5' BSBL .510-• N89°22`00"E lFTDR "J.. FTDR . 129.29" I • Ir- FTDR c FTDR FTDR ROOF OVERHANG CB OR,AREA DRAIN RIM=5fl2.00 IE (N)=499.50 1 E (S, W)=499.6 00 22 LF 4" PVC ROOF DRAIN COLLECTOR @ 1.00% 24 LF 4" SOLID PVC FOOTING DRAIN COLLECTOR @ 1.00% • •I -u? ITE BENCH MARK EWER MANHOLE L=499.34 •-) PER H EX. WATER MAIN r, Ot;< k n ' 0 W FIRE HYD NT RT F'AT L16- 047 CIVIL PLANS 1% RIM = 459.87' _/( ...1..., ;NVER ; ... 496.8' 1 L.... s� FOUND ,CPA ; & "9606" 955V/ OE CORNER i ,3. •rwv 0)C. SE"W R MATIN C. ) 20' 20' IL 0 11 k3 REFERENCE SHEET NO. C2 SHEET 2 OF 2 SHEETS z 0 I— co U to W co Q z Q � �C 0 � Q J Cr) 0 z co J W U w z0) LEGEND 0 PROPERTY LINE B.S.B.L RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE ADJACENT PROPERTY LINE ROOF OVERHANG LINE — EASEMENT LINE PROPERTY CORNER 4" CONCRETE PAVEMENT PROPOSED RESIDENCE ] PROPOSED INFILTRATION TRENCH Know what's below. CaII before you dig. HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH 2,931 SQ. FT. (INCLUDING OVERHANG) WALKWAY 17 SQ. FT. DRIVEWAY 734 SQ. FT. TOTAL 3,682 SQ. FT. 3,682 / 9,094=0.4048 X 100% = 40.48% IMPERV. SURF. COVERAGE MAXIMUM BUILDING COVERAGE HOUSE AND COVERED PORCH 2,931 SQ. FT. (INCLUDING OVERHANG) TOTAL 2,931 SQ. FT. 2,931 / 9,094=0.3223 X 100% = 32.23% MAX. BUILDING COVERAGE GENERAL NOTES: 1. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. 2. KEEP INFILTRATION TRENCH 5' MIN. FROM PROPERTY & 15' MIN. FROM HOUSE FOUNDATION. EARTHWORK VOLUME ESTIMATES: LOCATION CUT (CY) FILL (CY) SITE & FOUNDATION 150 0 FOUNDATION APPROVED KY 31 2017 City of Tukwila PUBLIC Works 4" PVC DOWNSPOUT DRAIN LINE BACKFILL :.PROV.IDE 12" MIN COVERAGE 'OF DRAIN WITH CLEAN 1 1/2" - 3/4" WAS•HED ROCK .FILTER FABRIC (MIRAFI 100X OR EQUIVALENT) 4" PERFORATED PVC FOOTING DRAIN LINE NOTES: DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS AND OTHER FITTINGS AS NEEDED. DRAINAGE DETAIL SECTION A -A SCALE: NONE NATIVE FILL Z 0o WRAP WASHED ROCK ENTIRELY WITH FILTER FABRIC EXISTING GROUND 4" RIGID PERFORATED PVC PIPE LAID LEVEL (TYP) 24" TRENCH X -SECTION NTS WASHED ROCK 3/4" - 1 1/2" FUTURE HOUSE 0 REVIEWED FOR CODE COMPLIANCE AIPPROVED BUILDING DIVISION PLAN VIEW OF ROOF NTS PERFORATED TIGHTLINE STU SCALE: NONE E)E111E-AVT:A RECEIVED CITY OF TUKWILA APR 17 2017 PERMIT CENTER CONNECT TO LOT ROOF DRAIN STUB 2' X 10' LEVEL TRENCH I\_WITH PERFORATED PIPE, TO BE INSTALLED AT THE TIME OF BUILDING PERMIT CATCH BASIN OR AREA DRAIN WITH SOLID LID 00q 0 -5-12m .o en 6.1 : ilmil ! LLJ D ..!ro M3 Ai -2 ra CO NI CO m mi 1-1 4. re, (f) L. H. PHAN DESIGNED BY: L. H. PHAN H. H. PHAN CHECKED BY: H. H. PHAN a. REVISION DESCRIPTION 0 G RAL 0 5 BUILDING CODE:20I5 INTERNATIONAL BLDG. CODE (IBC), AND BY REFERENCE WHERE APPLICABLE THE 2015 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD = 25 PSF (SNOW) ROOF DEAD LOAD = 15 PSF FLOOR LIVE LOAD = 40 PSF (REDUCIBLE) FLOOR DEAD LOAD = IB PSF WIND LOAD = 85 MPH WIND SPEED, EXPOSURE "B" WIND LOAD = 110 MPI -4 WIND SPEED, EXPOSURE "B" PER IBC SOIL SITE CLASS "D CONSTRUCTION TYPE: V OCCUPANCY GROUP: R-3 CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRUCTION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO IDENTIFY ALL OMISSIONS AND/OR DISCREPANCIES TO THE ARCHITECT PRIOR TO PROCEEDING WITH WORK DIMENSIONS TAKE PRECEDENT OVER SCALED DRAWINGS. DEFERRED SUBMITTAL ITEMS THE FOLLOWING IS A LIST OF ITEMS THAT ARE NOT INCLUDED IN THIS PLAN AND SHOULD BE PROVIDED BY THE BUILDER AT TIME OF APPLICATION FOR PERMIT OR AS A DEFERRED SUBMITTAL ITEM: - ALTERNATIVE I-JOIST/BEAM MANUFACTURER PLANS. - MANUFACTURED TRUSS DESIGNS AND LAYOUTS - HVAC SYSTEMS DESIGN - ELECTRICAL PLANS 4 SPECIFICATIONS (iF REQUIRED) GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER i5 PROVIDED, FOUNDATION DESIGN 15 BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. EXTERIOR FOOTINGS SHALL BEAR la" (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE THOROUGHLY COMPACTED. BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH I/4'x3"x3" PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN 1" OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE 5/S" DIAMETER AT 6'-0" O.C. U.N.O. WITH MiN. 1" EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON STRONG -TIE OR USP STRUCTURAL CONNECTORS CARFf- \TRS! GENERAL ALL NAILING TO COMPLY WITH REQUIREMENTS OF IRC TABLE R6023(I) GYPSUM WALL BOARD AT INTERIOR WALLS TO BE FASTENED ACCORDING TO TABLE 81023.5 ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED LUMBER SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. PER IRC 3113, FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE RETARDANT TREATED WOOD SHALL BE OF HOT -DIPPED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COPPER 6" MIN. CLEARANCE BETWEEN WOOD AND EARTH. 12' MIN. CLEARANCE BETWEEN FLOOR BEAMS AND EARTH. 18" MIN. CLEARANCE BETWEEN FLOOR JOIST AND EARTH. FASTENERS ALL NAILS SPECIFIED ON THIS PLAN SHALL BE COMMON R GALVANIZED BOX (UNLESS NOTED OTHERWISE) OF THE DIAMETER AND LENGTH LISTED BELOW OR AS PER APPENDIX L OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NPS) 8d COMMON (0.131' DIA., 2-1/2' LENGTH), Sd BOX (0.113' DIA, 2-1/2' LONG), 10d COMMON (0.148' DIA., 3' LONG) 10d BOX (0.128' DIA., 3' LENGTH), 16d COMMON (0.162' DIA, 3-1/2' LONG), 16d SINKER (0.148 DIA, 3-1/4' LONG) 5d COOLER (0.086' DIA., 1-5/8' LONG ), 6d COOLER (0.092' DIA., 1-1/8' LONG) LUMBER GRADES FRAMING LUMBER SHALL COMPLY WiTH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN PRODUCTS ASSOCIATION OR THE WEST COST LUMBER INSPECTION BUREAU. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GAD ING AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: JOISTS: WOOD TYPE: 2X4 2X& OR LARGER HF *2 - Fb=850 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi HF *2 - Fb=850 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi BEAM PF -L 02 - Fb=900 psi, Fv=I80 psi, Fc=1350 psi, E=1600000psi DF -L *2 - Fb=815 psi, Fv=170 psi, Fc=600 psi, E=I300000psi &X OR LARGER STUDS HF *2 - Fb=850 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi DF *2 - Fb=900 psi, Fv=180 psi, F•c=1350 psi, E=1600000psi 2X4 2X6 OR LARGER POSTS HF *2 - Fb=515 psi, Fv=140 psi, Fc=515 psi, E=1I00000psi HF *2 - Fb=515 psi, Fv=140 psi, Fc=515 psi, E=1100000ps1 PF -L *1 - Fb=1200 psi, Fv=110 psi, Fc=1000 psi, E=1600000psi 4X4 4X6? OR LARGER 6X6 OR LARGER GLUED -LAMINATED BEAM (GLB) SHALL BE 24F -V4 FOR SINGLE SPANS 4 24F -VS FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Fb = 2,400 PSI, Fv = 165 P5I, Fc = 650 PSI (PERPENDICULAR), E = 1,800,000 P5I. ENGINEERED WOOD BEAMS AND I -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APPROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC EVALUATION REPORT. BEAMS DESIGNATED AS "PSL" Fb = 2,900 PSI, Fv = 290 PSI, Fc BEAMS DESIGNATED AS "LVL" Fb = 2,600 PSI, Fv = 255 P5I, Fc BEAMS DESIGNATED AS "LSL" Fb = 1,100 PSI, Fv = 400 PSI, Fc SHALL HAVE THE MINIMUM PROPERTIES: = 150 P5I (PERPENDICULAR), E = 2,000,000 P51. SHALL HAVE THE MINIMUM PROPERTIES: = 150 PSI (PERPENDICULAR), E = 1,900,000 PSI. SHALL HAVE THE MiNIMUM PROPERTIES: = 680 PSI (PERPENDICULAR), E = 1,300,000 PSI. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE L IMTED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM = L/450, FLOOR TOTAL LOAD MAXIMUM = L/240. WINDOW INSTALLATION WINDOWS SHALL BE INSTALLED AND FINISHED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION INSTRUCTIONS SHALL BE PROVIDED BY THE MANUFACTURER FOR EACH WINDOW. 04R R7 (00 \TI PREFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS A5 STATED IN THE GENERAL NOTES. TRUSSES SHALL BE DESIGNED 4 STAMPED BY A REGISTERED DESIGN PROFESSIONAL AND FABRICATED ONLY FROM THOSE DESIGNS. NONBEARING WALLS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON STC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED PER THE TRUSS DESIGN DRAWINGS. ROOF/WALL/FLOOR SHEATHING TYPICAL WALL 4 ROOF SHEATHING SHALL BE 1/16" SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d COMMON a 6' O.C. 0 PANEL EDGES AND 12' O.C. IN FIELD UN.O. ON SHEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24/15FOR ROOF. FLOOR SHEATHING 51-IALL BE 3/4' T4G SHEATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING 51-1ALL BE Sd COMMOM AT 5' O.G. 9 PANEL EDGES AND 12' O.C. IN FIELD. SPAN INDEX SHALL i3E 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. 5,,LATIO 4 M0i5T R GENERAL MAINTAIN 1" CLEARANCE ABOVE INSULATION FOR FREE AIR FLOW. INSULATION BAFFLES TO EXTEND &" ABOVE BATT INSULATION INSULATION BAFFLES TO EXTEND 12" ABOVE LOOSE FiLL INSULATION INSULATE BEHIND TUBS/SHOWERS, PARTITIONS AND CORNERS FACE -STAPLE FACED BATTS FRICTION -FIT UNFACED BATTS USE 4 MiL POLY VAPOR RETARDER AT EXTERIOR WALLS R -I0 INSULATION UNDER ELECTIRiC WATER I-IEATERS. INSULATION MATERIALS INSULATION MATERIAL, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS OR VAPOR PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR -CEILING ASSEMBLIES, ROOF -CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES, AND ATTICS SHALL HAVE A FLAME -SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IN ACCORDANCE WITH ASTM E 84 EXCEPTIONS: 1. WHEN SUCH. MATERIAL ARE INSTALLED IN CONCEALED SPACES, THE FLAME -SPREAD AND SMOKE-DEVELOPEMENT LIMITATIONS DO NOT APPLY TO THE FACINGS, PROVIDED THAT THE FACING 15 INSTALLED IN SUBSTANTIAL CONTACT WITH THE UNEXPOSED SURFACE OF THE CEILING, FLOOR OR WALL FINISH. 2. CELLULOSE LOOSE -FILL INSULATION, WHICH IS NOT SPRAY APPLIED, COMPLYING WITH THE REQUIREMENTS OF IRC R302.1.103, SHALL ONLY BE REQUIRED TO MEET THE SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450. INFILTRATION CONTROL EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, PENETRATIONS IN FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENINGS SHALL BE SEALED, CAULKED, GASKETED OR WEATHERSTRIPPED TO LIMIT AIR LEAKAGE. VAPOR BARRIERS / GROUND COVERS AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN ROOF DECKS, IN ENCLOSED CEILING SPACES AND AT EXTERIOR WALLS. A GROUND COVER OF 6 MIL (0.006') BLACK POLYETHYLENE OR EQUIVALENT SHALL BE LAID OVER THE GROUND IN ALL CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED ONE FOOT AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION WALL. WALL FLASHING APPROVED CORROSION -RESISTANT FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH AND 5HALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLASHINGS SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: 1. AT TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN SUCH A MANNER AS TO BE LEAKPROOF, EXCEPT THAT SELF -FLASHING WINDOWS HAVING A CONTINUOUS LAP OF NOT LESS THAN I-1/5" (28 mm) OVER THE SHEATHING MATERIAL AROUND THE PERIMETER OF THE OPENING, INCLUDING CORNERS, DOO NOT REQUIRE ADDITIONAL FLASHING± JAMB FLASHING MAY ALSO BE OMITTED WHEN SPECIFICALLY APPROVED BY TI -4E BUILDING OFFICIAL. 2. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON BOTH SIDES UNDER STUCCO OPENINGS. 3. UNDER AND AT THE ENDS OF MASONRY, WOOD, OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALLPROJECTING WOOD TRIM. 5. WHERE EXTERIOR PORCHES, DECKS, OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. AT BUILT-IN GUTTERS. \DIA i0\ UJ4T RFROOI-I\ G 4 D 4MFROO D AMPROOF I NG EXCEPT WHERE REQUIRED BY SEC. R4052 TO BE WATERPROOFED, FOUNDATION WALLS THAT RETAIN EARTH OR ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE DAMPROOFED FROM THE TOP OF THE FOOTING TO THE FINISHED GRADE. MASONRY WALLS 51-IALL HAVE NOT LASS THAN ' PORTLAND CEMENT PARGING APPLIED TO TI -15 EXTERIOR OF TI -15 WALL. PARGING 51-IALL B E DAMPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING. I. BITUMINOUS COATING 2. 3 POUNDS PER SQ. YD. OF ACRYLIC MODIFIED CEMENT 3. ' COAT OF SURFACE BONDING GEMENT COMPLYING WITH ASTN C 881 4. ANY MATERIAL APPROVED FOR WATERPFOORING IN SEC. R4052 5. OTHER APPROVED METHODS OR MATERIALS. EXCEPTION: PARGING OF UNIT MASONRY WALLS IS NOT REQUIRED WHERE A MATERIAL IS APPROVED FOR DIRECT APPLICATION TO THE MASONRY. \D 4T I O\ D4MFR00 A I i-RPROO1 i\G (C0\ i\,, D) WATERPROOFING IN AREAS WHERE HIGH WATER TABLE OR OTHER SEVERE SOIL -WATER CONDITIONS ARE KNOWN TO EXIST, EXTERIOR FOUNDATION WALLS THAT RETAIN EARTH OR ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE WATERPROOFED FROM THE TOP OF FOOTING TO FINISHED GRADE. WALLS SHALL BE WATERPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING. 1. 2 -PLY HOT MOPPED FELT 2. 55 POUND ROOF ROLLING 3. 6 -MIL POLYVINYL CHLORIDE 4. 5 -MIL POLYETHYLENE 5. 40 -MIL POLYMER -MODIFIED ASPHALT 6.60 -MIL FLEXIBLE POLYMER CEMENT 1. $' CEMENT -BASED, FIBER -REINFORCED, WATERPROOF COATING 8. 60 -MIL SOLVANT-FREE, LIQUID -APPLIED SYNTHETIC RUBBER EXCEPTION: ORGANIC-SOLVANT-BASED PRODUCTS SUCH AS HYDROCARBONS, CHLORINATED HYDROCARBONS, KETONS AND ESTERS 51-IALL NOT BE USED FOR ICF WALLS WITH EXPANDED POLYSTYRENE FOAM MATERIAL. USE OF PLASTIC ROOFING CEMENTS, ACRYLIC COATINGS, LATEX COATINGS, MORTARS AND PARGINGS TO SEAL ICF WALLS IS PERMITTED. COLD -SETTING ASPHALT OR HOTA5P14ALT 51-IALL CONFORM TO TYPE C OF ASTM D 449. HOT A5PHALT SHALL BE APPLIED AT A TEMPERATURE OF LESS THAN 200 DEG. F. ALL JOINTS IN MEMBRANE WATERPROOFING SHALL BE LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WITH THE MEMBRANE. BOORS, WI D0WS 4 s<1 iii 5 GENERAL ALL SKYLIGHTS AND SKY WALLS TO BE LAMINATED GLASS UNLESS NOTED OTHERWISE. BEDROOM EMERGENCY EGRESS WINDOWS SHALL HAVE MINIMUM NET CLEAR OPENING OF 5.1 SQ. FT, WITH MINIMUM NET CLEAR OPENING WIDTH OF 20' AND MINIMUM NET CLEAR OPENING HEIGHT OF 24". FINISHED SILL HEIGHT SHALL BE MAXIMUM 44' ABOVE FLOOR MEASURED FROM THE FINISHED FLOOR TO THE BOTTOM OF THE CLEAR OPENING WINDOW FLASHING TO BE FASTENED PER IRC CODE 103.8 WINDOW GUARDS ARE REQUIRED PER IRC 3122 SAFETY GLAZING SHALL BE INSTALLED IN THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER IRC SECTION 8308.4 : SIDE HINGED DOORS EXCEPT JALOUSIES SLIDING GLASS DOORS AND PANELS IN SLIDING 4 BI -FOLD CLOSET DOOR ASSEMBLIEOIREBLOCKING SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION 8302.11.13 LOOSE -FILL INSULATION OF A DOOR IN THE CLOSED POSITION 4 BOTTOM EDGE 15 LESS THAN 60" ABOVE MATERIAL SHALL NOT BE USED AS A FIREBLOCK UNLESS SPECIFICALLY TESTED IN THE FORM I. SHOWER AND BATH TUB, HOT TUB, WHIRLPOOL, SAUNA, STEAM ENCLOSURES AND MANNER INTENDED. THE INTEGRITY OF ALL FIREBLOCKS SHALL BE MAINTAINED. 2. GLAZING UJ/ THE EXPOSED EDGE WITHIN A 24" ARC OF EITHER VERTICAL EDGE 3, STORM DOORS 4 THE WAL1G11•IG SURFACE GLAZING GREATER THAN 9 S.F. AND LESS THAN 15" ABOVE FINISHED FLOOR _GLAZING IN GUARDRAILS GLAZING LESS THAN 15" ABOVE FINISHED FLOOR S. STAIRS AND RAMPS ADJACENT WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING 15 LESS THAN 35' ABOVE THE PLANE OF. ADJACENT WALKWAY SURFACE OF STAIRWAYS LANDINGS BETWEEN FLIGHTS OF STAIRS AND RAMPS SHALL BE CONSIDER A HAZARDOUS LOCATION. PER IRC 8308.4.5 M 0H4\ 104L I-IEATING EQUIPMENT ALL WARM -AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED TO LiSTED SPECIFICATIONS. NO WARM -AIR FURNACES SHALL BE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED AS A BEDROOM, BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES AN ELECTRIC HEATING FURNACES. LIQUEFIED PETROLEUM GAS -BURNING APPLIANCES SHALL NOT BE INSTALLED IN A PIT. BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE INSTALLED IN AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. HEATING AND COOLING EQUIPMENT LOCATED IN A GARAGE AND WHICH GENERATES A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST IS INCHES ABOVE THE FLOOR LEVEL. VENTILATION: SOURCE SPECIFIC EXHAUST VENT 4 FAN EFFCIENC)' REQUIRED IN EACH KITCHEN, BATHROOM, WATER CLOSET COMPARTMENT, LAUNDRY ROOM, INDOOR SWIMMING POOL, SPA AND OTHER ROOMS WHERE WATER VAPOR OR COOKING ODOR IS PRODUCED. (IRC M 1501.4) MN EFFICIENCY FROM WAC51-11R-TABLE R403.5.1 MINIMUM SOURCE SPECIFIC VENTILATION CAPACITY REQUIREMENTS; EVERY FACTORY BUILT CH MNEY, TYPE L VENT, TYPE 5 GAS VENT OR TYPE BW GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTING, MFR'S INSTALLATION INSTRUCTIONS AND APPLICABLE CODE REQUIREMENTS. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ABOVE THE HIGHEST POINT WHERE T1 -4E VENT PASSES THROUGH THE ROOF OF THE BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10' OF THE VENT. INTEGRATED WHOLE HOUSE VENT SYSTEM INTEGRATED 24 HR WHOLE HOUSE VENTILATION SYSTEM. * USiNG A SUPPLY FAN W/ MANUAL 4 MOTORIZED DAMPER. FAN TIMER EXTERNALLY LOCATED ON THE SIDE OF FURNACE OR GARAGE WALL. 220 CFM REQUIRED W/ A RUN TIME OF 8 HRS. MIN. FAN MUST OPERATE AT LEAST ONCE EVERY THREE HOURS 50 VENTILATION EFFECTIVENESS CAN SE 1.0 • 5" SMOOTH WALL PiPE (OPERATION DESCRIPTION TO BE PROVIDED PER M15013) SYSTEM TO SE TESTED AT FINAL INSPECTION 4 LABELED DUCT LEAKAGE TESTING: DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH R5-33, USING T1 -4E MAXIMUM DUCT LEAKAGE RATES SPECIFIED IN 2015 WSEC. R4032 BUILDING AIR LEAKAGE TESTING 2015 WSEC SEC. 002.4.1.2 TESTING 51-IALL OCCUR AT ANY TIME AFTER ROUGH IN AND AFTER INSTALLATION OF PENETRATIONS OF THE BUILDING ENVELOPE. WHEN REQUIRED SY THE BUILDING OFFICIAL, THE TEST SHALL BE CONDUCTED IN THE PRESENCE OF DEPARTMENT STAFF. THE BLOWER DOOR TEST RESULTS SHALL BE RECORDED ON THE CERTIFICATE REQUIRED IN SEC. WSEC R401.3 2015 WASHINGTON STATE ENERGY CODE - TABLE 40211 INSULATION AND FENESTRATION REQUIRMENT BY COMPONET CLIMATE ZONE 5 4 MARINE 4 - I-IEATING BY OTHER FUELS FENESTRATION U -FACTOR BATHROOM - UTILITY ROOMS KITCHENS IN-LINE FAN INTERMITTENTLY OPERATING 50 CFM 100 CFM >1 CONTINUOUS OPERATIONS 20 CFM 25 CFM 60 AIR FLOW RATE MINIMUM (CM) 10 90 ANY ANY MINIMUM EFFICACY (CFM/WATT) 1.4 CFM/WATT 1.4 CFM/WATT 25 CFM/WATT 2.8 CFM/WATT AIR FLOW RATE MAXIMUM (CRI) )90 ANY ANY ANY EVERY FACTORY BUILT CH MNEY, TYPE L VENT, TYPE 5 GAS VENT OR TYPE BW GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTING, MFR'S INSTALLATION INSTRUCTIONS AND APPLICABLE CODE REQUIREMENTS. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ABOVE THE HIGHEST POINT WHERE T1 -4E VENT PASSES THROUGH THE ROOF OF THE BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10' OF THE VENT. INTEGRATED WHOLE HOUSE VENT SYSTEM INTEGRATED 24 HR WHOLE HOUSE VENTILATION SYSTEM. * USiNG A SUPPLY FAN W/ MANUAL 4 MOTORIZED DAMPER. FAN TIMER EXTERNALLY LOCATED ON THE SIDE OF FURNACE OR GARAGE WALL. 220 CFM REQUIRED W/ A RUN TIME OF 8 HRS. MIN. FAN MUST OPERATE AT LEAST ONCE EVERY THREE HOURS 50 VENTILATION EFFECTIVENESS CAN SE 1.0 • 5" SMOOTH WALL PiPE (OPERATION DESCRIPTION TO BE PROVIDED PER M15013) SYSTEM TO SE TESTED AT FINAL INSPECTION 4 LABELED DUCT LEAKAGE TESTING: DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH R5-33, USING T1 -4E MAXIMUM DUCT LEAKAGE RATES SPECIFIED IN 2015 WSEC. R4032 BUILDING AIR LEAKAGE TESTING 2015 WSEC SEC. 002.4.1.2 TESTING 51-IALL OCCUR AT ANY TIME AFTER ROUGH IN AND AFTER INSTALLATION OF PENETRATIONS OF THE BUILDING ENVELOPE. WHEN REQUIRED SY THE BUILDING OFFICIAL, THE TEST SHALL BE CONDUCTED IN THE PRESENCE OF DEPARTMENT STAFF. THE BLOWER DOOR TEST RESULTS SHALL BE RECORDED ON THE CERTIFICATE REQUIRED IN SEC. WSEC R401.3 2015 WASHINGTON STATE ENERGY CODE - TABLE 40211 INSULATION AND FENESTRATION REQUIRMENT BY COMPONET CLIMATE ZONE 5 4 MARINE 4 - I-IEATING BY OTHER FUELS FENESTRATION U -FACTOR CEILING WALL ABOVE GRADE WALL BELOWGRADE MASS WALL FLOOR SLAB ON GRADE >1 <1500 VERTICAL OVERHEAD 60 15 90 1500-3000 45 60 030 050 R-49 R -2I R-10/15/21 R -2I/211-1 R-30 R -I0 120 4501-6000 15 90 TB 120 135 2' DR4 T MF R4T R C0\ 1 ROI THE PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DWELLING UNIT SHALL BE PROVIDED WITH AT LEAST ONE PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF TEMPERTURE WSEC SEC. 403.1 STOFF i 4 =IR 51 OC<I\G I IGH i\G WSEC SECTION 8404- LIGHTING EQUIPMENT 404.1 LIGHTING EQUIPMENT: A MINIMUM OF 15 PERCENT OF PERMANENTLY INSTALLED LAMPS IN LIGHTING FIXTURES SHALL BE HIGH -EFFICACY LAMPS. 404.1.1 FUEL GAS LIGHTING SYSTEMS 51-1ALL NOT HAVE CONTINUOUSLY BURNING PILOT LIGHTS. P05 l 0 0 104T WSEC R4013 A PERMANENT CERTIFICATE SHALL BE POSTED WITHIN THREE FEET OF THE ELECTRICAL DISTRIBUTION PANEL. THE CERTIFICATE SHALL BE COMPLETED BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL AND SHALL NOT COVER OR OBSTRUCT THE vISIBILITY OF THE CIRCUIT DIRECTORY LABEL, SERVICE DISCONNECT LABEL OR OTHER REQUIRED LABELS . THE CERTIFICATE SHALL LIST THE PREDOMINANT R -VALUES OF INSULATION INSTALLED IN OR ON CEILING/ROOF, WALLS, FOUNDATION (SLAB, BASEMENT WALL, CRAWL -SPACE WALL AND/OR FLOOR), AND DUCTS OUTSIDE THE CONDITIONED SPACES, U -FACTORS FOR FENESTRATION, AND THE SOLAR HEAT GAIN COEFFICIENT (SHGC) OF FENESTRATION. WHERE THERE 15 MORE THAN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATE SHALL LIST THE VALUE COVERING THE LARGEST AREA. THE CERTIFICATE SHALL LIST THE TYPE AND EFFICIENCY OF HEATING, COOLING, AND SERVICE WATER HEATING EQUIPMENT, DUCT LEAKAGE RATES INCLUDING TEST CONDITIONS AS SPECIFIED IN SECTION R4032 WSEC, AND AIR LEAKAGE RESULTS IF A BLOWER DOOR TEST WAS CONDUCTED. 11 ROOM \OTLS: 1. WHERE THE EXHAUST DUCT 15 CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGHT OF THE EXHAUST DUCT SHALL SE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL SE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL SE PROVIDED WITH MAKE UP AIR. WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER, AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED iN T1 -IE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPiR. MEANS. TABLE MI501.3.3(1) CONTINUOUS WHOLE -HOUSE MECHANICAL VENTILATION. SYSTEM AIRFLOW RATE REQUIREMENTS FLOOR AREA BEDROOMS (FT2) 0-1 2-3 4-5 6-1 >1 <1500 30 45 60 15 90 1500-3000 45 60 15 90 105 3001-4500 60 15 90 105 120 4501-6000 15 90 105 120 135 6001-1500 90 105 120 135 150 > 1500 105 120 135 150 155 DRII AND G STUDS, R502.5 DRILLING AND NOTCHING STUDS. DRILLING AND NOTCHING OF STUDS SHALL BE IN ACCORDANCE WITH THE FOLLOWING: 1. NOTCHING. ANY STUD IN AN EXTERIOR WALL. OR BEARING PARTITION MAY BE CUT OR NOTHCED TO A DEPTH NOT EXCEEDING 25 PERCENT OF ITS WIDTH. STUDS IN NONBEARING PARTITIONS MAY BE NOTCHED TO A DEPTH NOT TO EXCEED 40 PERCENT OFA SINGLE STUD WIDTH. 2. DRILLING. ANY STUD MAY BE BORED OR DRILLED, PROVIDED THAT THE DIAMETER OF THE RESULTING HOLE IS NO MORE THAN 60 PERCENT THE HOLE 15 NO MORE THAN 543 INCH (16mm) OF THE STUD WIDTH, THE EDGE OF TO THE EDGE OF THE STUD, AND THE HOLE IS NOT LOCATED IN THE SAME SECTION AS A CUT OR NOTCH. STUDS LOCATED IN EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40 PERCENT AND UP TO 60 PERCENT SHALL ALSO BE DOUBLED WITH NO MORE THAN TWO SUCCESSIVE DOUBLED STUDS BORED. SEE FIGURES R502.6(1) AND R502.6(2). EXCEPTION: USE OF APPROVED STUD SHOES IS PERMITTED WHEN THEY ARE _INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DRAFTSTOPPING WHEN THERE IS USABLE SPACE BOTH ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLEY, DRAFTSTOPS SHALL BE INSTALLED 50 THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED, 1,000 SQUARE FEET. DRAFTSTOPPING 51-1ALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY IS ENCLOSED BY A FLOOR MEMBRANE ABOVE 4 A CEILING MEMBRANE BELOW, DRAFTSTOPPING 51-4ALL BE PROVIDED IN FLOOR/CEILING ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES: I. CEILING IS SUSPENDED UNDER THE FLOOR FRAMING. 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN -WEB OR PERFORATED MEMBERS. DR4FTSTOFPING SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION 8302.12 FIREISLOCKING F REBLOCKING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERTICAL AND HORIZONTAL) AND TO FORMAN EFFECTIVE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKING SHALL BE PROVIDED IN WOOD -FRAME CONSTRUCTION IN THE FOLLOWING LOCATIONS: 1. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLOWS: 1.1. VERTICALLY AT THE CEILING AND FLOOR LEVELS. 12. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10ft 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS, AND COVE CEILINGS. 3. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRC SECTION 8302.1` 4. AT OPENINGS AROUND VENTS, PIPES, AND DUCTS AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. 5. FOR THE FIREBLOCKING OF CHIMNEYS AND FIREPLACES, SEE IRC SECTION 81003.19. 6. FIREBLOCKING OF CORNICES OF A TWO-FAMILY DWELLING IS REQUIRED AT THE LINE OF DWELLING UNIT SEPERATION. R502.5.I DRILLING AND NOTCHING OF TOP'PLATE. WHEN PIPING OR DUCTWORK 15 PLACED IN OR PARTLY IN AN EXTERIOR WALL OR INTERIOR LOAD BEARING WALL, NECESSITATING CUTTING, DRILLING OR NOTCHING OF THE TOP PLATE BY MORE THAN 50 PERCENT OF ITS WIDTH, A GALVANIZED METAL TiE OF NOT LESS TI -AN 0.054 INCH THICK (1.31mm) (15 ea) AND 11/2 INCHES (38mm) WIDE SHALL BE FASTENED ACROSS AND TO THE PLATE AT EACH SIDE OF THE OPENING WITH NOT LESS THAN EIGHT 16d NAILS AT EACH SIDE OF EQUIVALENT. SEE FIGURE R602.6.1. -EXCEPTION: WHEN TI -5 ENTIRE SIDE OF THE WALL WITH THE NOTCH OR CUT IS COVERED BY WOOD STRUCTURAL PANEL 51-4EATHING. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 16 2017 City of Tukwila BUILDING DIVISION eoRRE.i7wN LTR# RECEIVED CITY OF TUKWILA MAY 2 3 2017 PERMIT CENTER * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. NOTE: REFER TO STRUCTURAL SHEETS FOR SHEAR WALL SCHEDULE AND ENGINEERING PLAN WHICH CONTAIN DETAIL REFERENCES AND/OR INSTRUCTIONS PERTAINING TO EACH SHEAR WALL INDICATED IN THIS PLAN. •DRYER VENT' PROVIDE PERMANENT LABEL IDENTIFYING ALLOWABLE LENGTH OF DRYER VENT DUCK (LOCATE WITHIN 6 FEET OF DUCT CONNECTION) PER MI502.4.5 *NOTE' BUILDING AIR LEAKAGE TEST REQUIRED AS PER WSEC 8402.4.1.2 BLUE 18 AWG TRACER WIRE REQUIRED AT ALL NON-METAL WATER SERVICE PIPING PER UPC 604.9 DUCTS -DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH RS -33 PER WSEC 8403.2.2 -DUCTS, AIR HANDLERS, FILTER BOXES SHALL BE SEALED AS PER MI601.4.1-8403.23 -PROVIDE ONE LAYER 543' GWB TYPE 'X' AT CEILINGS COMMON WITH HABITABLE AREAS -WHERE THE SEPARATION 15 A FLOOR - CEILING ASSEMBLY, CLAD ALL SUPPORT COLUMNS, BEAMS AND WALLS WITH ONE LAYER 1/2' GWB. -THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ATTIC AREA WITH NO LESS THAN 1/2' GWB ON THE GARAGE SIDE. LANDING AT EXTERIOR DOORWAY SHALL NOT BE MORE THAN 134' BELOW THE TOP OF THRESHOLD PROVIDED THE DOOR, OTHER THAN EXTERIOR STORM OR SCREEN DOORS DOES NOT SWING OVER THE LANDING. IRC R3I1.3.2 NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS/ DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. AREA SUMMARY Osp INSTALL SMOKE DETECTORS WHERE INDICATED CARBON MONOXIDE ALARMS MAIN FLOOR: 1343 SF. 1 UPPER FLOOR: 1,232 SF. TOTAL: 2515 SF. ADU: 614 SF. GARAGE: 120 SF. GLAZING SUMMARY WINDIOWS: D SF. DOORS W/ MORE THAN 50% GLAZING: 0 SF. SKYLIGHTS: 0 SF. TOTAL: 0 SF. GLAZING PERCENT: 0 % WDW SF / FLR SF. (%) SMOKE DETECTORS Osp INSTALL SMOKE DETECTORS WHERE INDICATED CARBON MONOXIDE ALARMS O G/M INSTALL CARBON MONOXIDE ALARM PER CODE VENTILATION SCHEDULE VENTILATION REQUIREMENTS OF IRC TABLE M1501.4 SYMBOL KITCHENS 100 CFM INTERMITTENT OR (V T O) 25 CFM CONTINUOUS 1 BATHROOMS -TOILET ROOMS MECHANICAL EXHAUST CAPACITY (V.T.0) OF 50 CFM MIN. INTERMITTENT OR 20 CFM CONTINUOUS 2 VENTILATION RATE FOR WHOLE HOUSE FAN TO BE CFM PER TABLE M1501.3.3(1) INDOOR AIR QUALITY HVAC CONTRACTOR TO SPECIFY LOCATION. 50'-0' '-0' 12'-0' 1'-0 WAP P.T. 6 x 6 POST TO 24' COLUMN UJ/ CAP 4 BASE TRIM TYP. 80311 XO OUTD . OR L I VIN'. AREA 4' CONC 060 XO 6060 XO 8080 SCID 36' MANUF. GAS FIREPLACE INSTALL PER MFRS. SPECS DINING AREA 12-6 X 14-2 CREAT ROOM I1-6 X 18-4 WRAP P.T. 6 x 6 • POST TO 24' COLUMN W/ CAP 4 BASE TRIM TYP. 1 MEM 6'-61mq! lurFOYER 110V HARDWOOD OPTIONAL 13-8 X 8-0 m SELF 1 LOSING 20 MI . RATED DOOR 36' HIGH 1/2 WALL P 161111 t 111/11111 ■ ARDWOOD PLATFORM 18' AFF STRAP TO WALL PER IRC M1301.2 4° BOLLARD 2480 -VI /4 RUJDR YL OUTDOOR COMBUSTION AIR 51-1A PROVIDED THROUGH OPENING(S OUTDOORS IN ACCORDANCE WIT G2401.6 4 IFGC 3045 THE MINIMUM DIMENSION OF AIR OPENINGS SHALL BE NOT LESS THAN 3 INCHES (16 MM) L BE TO T IRC PROVIDE PRESSURE RELIEF VALVE TO EXTERIOR AND INSTALL APPROVED EXPANSION TANK. 3 CAR GARAGE 31-0 X 21-0 ARDWOOD I1-0 X 11-4 1011 SL 4' 2'-3' 1'-4i' 16080 01 -ID 606,0 XO 9080 OHD FRONT PORCI-I 19-0 X 6-0 MAIN FLOOR PLAN © 2016 Level Design, LLC. - ALL DOOR/WINDOW HEADERS TO BE 4x10 DF4*2 AT 2x00 BEARING WALLS , U.N.O., 6'-0" MAX. SPAN - ALL DOOR/WINDOW HEADERS TO BE 4x10 OF*2 AT 2x4 BEARING WALLS, U.N.O., 6'-0" MAX: SPAN WINDOW HEADERS AT 6'-8" ABOVE SUB FLOOR, U.N.O. PROVIDE FIREBLOCKING AS REQUIRED (SEE NOTES ON SHEET 1) EXTERIOR WALLS TO BE 2X6 AT 16" (MAX.) O.C. U.N.O. INTERIOR PARTITIONS TO BE 2x4 AT 16" D.G. (2X6 a PLUMBING WALLS, U.N.O.) DUCTS THROUGH WALL OR CEILING COMMON TO HOUSE MIN. 26 GAGE STEEL - NO DUCT OPENINGS IN GARAGE - PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) WRAP P.T. 6 x 6 POST TO 24' COLUMN W/ CAP 4 BASE TRIM TYP. SCALE: 1/4" =1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED JUN 162017 • City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 23 2017 PERMIT CENTER ...n 1��7 * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. NOTE: REFER TO STRUCTURAL SHEETS FOR SHEAR WALL SCHEDULE AND ENGINEERING PLAN WHICH CONTAIN DETAIL REFERENCES AND/OR INSTRUCTIONS PERTAINING TO EACH SHEAR WALL INDICATED IN THIS PLAN. NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS/ DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. SMOKE DETECTORS SSD INSTALL SMOKE DETECTORS WHERE INDICATED CARBON MONOXIDE ALARMS OC/M INSTALL CARBON MONOXIDE ALARM PER CODE VENTILATION SCHEDULE VENTILATION REQUIREMENTS OF IRC TABLE M1501.4 SYMBOL 1 KITCHENS 100 CFM INTERMITTENT OR (v.T.0) 25 CFM CONTINUOUS BATHROOMS -TOILET ROOMS MECHANICAL EXHAUST CAPACITY (V.T.0) OF 50 CFM MIN. INTERMITTENT OR 20 CFM CONTINUOUS 2 VENTILATION RATE FOR WHOLE HOUSE FAN TO BE 15 CFM PER TABLE M1501.3.3(1) INDOOR AIR QUALITY HVAC CONTRACTOR TO SPECIFY LOCATION. 44'-0' EGRESS EGRESS EGRESS FREE STANDING TUB MASTE 13-2 X 14-4 R SUITE 5E1 ROOM 2 lO-10 X 13-0 IBEID `OOM 3 11-0 X I0-0 1-0 X 15-6 LASS WA 110V SSD 45. S BI -FOLD HALL CARPET 111 u - co cn d). c r 36' HIGH 1/2 WALL MULTI -GENERATIONAL E D ?OOM !0-10 X 13-2 MULTI -GENERATIONAL p LEISURE LOFT/ 13F1DROOM 4 LIVINGS AREA 14-0 X 22-0 11-0 X 14-S CADET NEATER FRESH AIR INLET FX TRANS UPPER FLOOR PLAN BLDG LINE BELOW ADU AREA SUMMARY ADU UNIT: 614 SF. © 2016 Level Design, LLC. - PROVIDE FIREBLOCKING AS REQUIRED (SEE NOTES ON SHEET 1) - WINDOW HEADERS AT 6'-S" ABOVE SUB FLOOR, U.N.O. - EXTERIOR WALLS TO BE 2X6 AT 16" O.C., U.N.O. INTERIOR PARTITIONS TO BE 2X4 AT 16" O.G. (2X6 PLUMBING WALLS) U.N.O. PROVIDE SUPPLEMENTAL JOISTS/BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING FLAN PROVIDE SOLID FRAMING EQUAL TO TINE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) SCALE: 1/4" =1'-0' CORRE LTR# REVIEWED FOR CODE PPNCE ROVED I% 1 6 2017 City of Tukwila BUILDING DIVISION 1)11- DOR b RECEIVED CITY OF TUKWILA JUN 14 2017 PERMIT CENTER •R312.2 WINDOW SILLS IN DWELLING UNITS, WHERE THE OPENING OF AN OPERABLE WINDOW IS LOCATED MORE THAN 12 INCH ABOVE THE FINISHED GRADE OR SURFACE BELOW, THE LOWEST PART OF THE CLEAR OPENING OF THE WINDOW SHALL BE A MINIMUM OF 24 INCHES ABOVE THE FINISHED FLOOR OF THE ROOM IN WHICH THE WINDOW 15 LOCATED. OPERABLE SECTION OF WINDOW SHALL NOT PERMIT OPENINGS THAT ALLOW PASSAGE OF A 4 INCH DIAMETER SPHERE WHERE SUCH OPENINGS ARE LOCATED WITHIN 24 INCHES OF THE FINISHED FLOOR. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 16 2017 City of Tukwila BUILDING DIVISION oterriofrafffeRffemsomor 4' SPHERE ALL NOT PASS HROUGHI HANDRAIL TO BE PRESENT ON ON AT LEAST ONE SIDE OF STAIR HANDGRIP PORTION OF HANDRAILS SHALL HAVE CIRCULAR CROSS SECTION OF 11/4" MIN. 4 2' MAX. ALL REQUIRED GUARDRAILS TO BE 36' MIN. IN HEIGHT. OPENINGS FOR REQUIRED GUARDS ON THE SIDES OF STAIR TREADS SHALL NOT ALLOW A SPHERE 43/& INCHES (101mm) TO PASS THROUGH. 3/4" MIN. -11/4" MAX NOSING / SIMPSON LSC OR SIMULAR BRACKET 11/2' I 10' MIN. TREAD x 2X4 THRUST BLOCK 6' SPHERE UNABLE TO PASS THROUGH OPENING BELOW STAIR INSTALL I/2" GWS e CEILING, AND WALLS (3) 2X12 STRINGERS FIRE BLOCKING e MID -SPAN AND IN STUD WALLS ALONG AND IN LINE WITH STRINGERS IF AREA UNDER STAIRS IS UNFINISHED INTERIOR/GUARDRAIL STAIR NOTES: - HANDRAILS MUST NOT PROJECT MORE THAN 41/2' INTO THE STAIRWAY AND MUST 5E ABLE TO RESIST A 200 h. POINT LOAD FROM ANY DIRECTION. IRC SECTIONS 8311.7.1 - LIGHTING 15 REQUIRED AT THE TOP, BOTTOM, AND ANY LANDINGS IUITH CONTROLS AT THE TOP AND BOTTOM OF STAIRS WITH 6 OR MORE RISERS. IRC SECTION R303.1 - THE SPACING BETWEEN INTERMEDIATE HANDRAIL MEMBERS MUST NOT ALLOW A 4' SPHERE TO PASS THOUGH ANY OPENING. IRC SECTION R3123 - MINIMUM STAIRWAY WIDTH ABOVE HANDRAIL SHALL BE NO LESS THAN 36 INCHES. IRC SECTION 8311.1.1 - STAIR 4 STAIR LANDING MINIMUM WIDTH SHALL BE NO LESS THAN 36' (311/2' CLEAR IF ONE HANDRAIL, 4 21' CLEAR IF 2 HANDRAILS. IRC SECTION R311.1.1 - THE TREADS LEADING EDGE CURVATURE CAN HAVE A MAX. RADIUS OF 9/I6'. THE MAX. BEVELING OF THE NOSING SHALL BE NO MORE THAN 1/2'. IRC SECTION 8311.1.53 - RISER OR TREAD MAXIMUM DIFFERENTIAL SHALL BE NO MORE THAN 3/8'. IRC SECTION R31I.1.5.1 - NOSING 15 NOT REQUIRED FOR STAIRS WITH TREADS GREATER THAN 11'. IRC SECTION 8311.1.53 EXTERIOR STAIR NOTES: - EXTERIOR STAIR LIGHTING AT TOP LANDING WITH CONTROLS INSIDE THE DWELLING. IRC SECTION 8303.1 - A MAXIMUM SLOPE OF 1:45 (2%) IS REQUIRED AT EXTERIOR LANDINGS AND TREADS FOR DRAINAGE. IRC SECTION R3I13 INTERIOR WINDER STAIR NOTES: - WINDER TREADS ARE REQUIRED TO HAVE A MINIMUM OF 6' DEPTH AT INNER EDGE. IRC SECTION 8311.1.5.2.1 - WINDER TREAD DEPTH OF 10' WITH IN 12' OF THE INSIDE. IRC SECTION 8311.1.5.2.1 LANDING NOTES: - LANDING WIDTH SHALL NOT BE LESS THAN THAT OF STAIR SERVED IRC 8311.1.6 - LANDING SHALL NOT BE LESS THAN 36 INCHES IN DIRECTION OF TRAVEL IRC 8311.1.6 1STAIR r)ETAIL J SCALE: N.T.S. ABOVE NOSIN 11/2' HARDWOOD HANDRAIL SOLID BLOCKING AS REQUIRED PRE FINISH METAL BRACKET TYP. T'(P. HANDRAIL OPTION: 55 EFFICIENT WATER HEATING - GAS, PROPANE, OR OIL WATER HEATER WITH A MINIMUM EF OF 0.52.0R ELECTRIC WATER HEATER WITH A MINIMUM EF OF 2.0 AND MEETING NEER' S NORTHERN CLIMATE SPECIFICATION FOR NEAT PUMP WATER HEATERS. TO QUALIFY FOR THIS OPTION, THE WATER NEATER EQUIPMENT TYPE AND MINIMUM EQUIPMENT SPECIFICATIONS MUST 5E SHOWN ON THE PERMIT DRAWINGS. 2x STUDS 16' o/c 2x4 CLEAT WATER HEATER r m SEISMIC STRAPPING PER MANUFACTURERS SPECIFICATIO1S tI SECURE SHAPED 2x10 SPACER TO 2x4 CLEATS WITH (5)-16cI NAILS Q. SHAPED 2x10 SPACERS WILL 5E CUT TO INSURE A TIGHT FIT TO WATER HEATER WATER HEATER STRAPS WILL RESIST LATERAL FORCES EQUAL TO 100% OF GRAVITY LOADING FINISHED FLOOR PLATFORM MUST 5E ANCHORED TO WALL TI -RU ROOF VENT FLUE UP 1/2' DRYWALL 2x STUDS a16'o/c TYPICAL WATER HEATER DETAIL• SCALE: N.T.S- 2x4 CLEAT 2x4 CLEAT 2 x 6 STUDS a 16 °o.c. W/ R-21 INSULATION APPROX. GRADE 4' ' CONT. TIGHTLINE TO STORM SEWER •: •, • • • , ►, • 411. ►, • ele • , 110 • • COMPOSITION ROOFING ON 15 * FELT UNDERLAYMENT ON 1/16' PLY OR OSB SHEATHING TYPICAL. !BEDROOM 2 3/4' T 4 G PLYWD GLUED 4 NAILED TYP. R-49 INSU_ ATION 1-I4LL WAY MFR. TRUSSES PER PLAN a 24' O.C. PER MFG. SPECS. TIP. LOFT UTILITY FLOOR JOISTS AS PER PLAN • A • R-30 INSULATION GREAT ROOM HALLWAY R-30 INSULA FOYER ION SIDING PER ELEVATIONS ON TYVEK WRAP ON 1/16' PLY OR 055 SHEATHING. Lei • II TOP PLATE\ SUB FLOG\ TOP PLATE SUB FLOOR I I. IIIA 4' 4 PERF. PLASTIC FTG. DRAIN SET IN WASHED GRAVEL W/ FILTER FABRIC OVER COMPOSITION ROOFING 15* FELT PAPER 1/16' SHEATHING ROOF FRAMING PER PLAN INSULATION BAFFLE VENTED BLOCKING AT REQUIRED SAYS 5/4 x 5 FASCIA CONTINUOUS METAL GUTTER R-10 RIGID INSULATION 2x6 STUDS a 16' O.C. - TYP. R-21 INSULATION 1/16' SHEATHING - TY -P. TYvEK WRAP - TYP SIDING PER ELEVATION 3/4" T4G PLYWOOD GLUED 4 NAILED FLOOR JOISTS PER PLAN WINDOW HDR PER PLAN - TYP. 5/4 TRIM SURROUND - TYP. WINDOW W/ INS. GLASS TYP. II -III - III III -11 CONC. FTG. AS - PER PLAN R-49 INSULATION 111- MAX EN 11010101.• it10, JIM 34 T4G PLYWOOD GLUED 4 NAILED FLOOR JOISTS PER PLAN R-30 INSULATION 5/4 X 10 TRIM SAND 2X P.T. WOOD SILL I' Kam SU5FL ,!H 15' MIN. CRAWL SPACE W/ 6 MIL VAPOR BARRIER TYPICAL. SUB FL 4' 4, CONT. TIGHTLINE TO STORM SEWER rUMINMPM 4' 4, PERF. PLASTIC FTG. DRAIN SET IN WASHED GRAVEL W/ FILTER FABRIC OVER RESAR PER DETAIL 6 MIL. vAP. BARRIER TYPICAL WALL SECTION SCALE : N.T.S. NOTE: 1/16 SHEATHING NOT REQUIRED ON EXT. WALLS WHERE T1 -II SIDING IS SPECIFIED (UNLESS NOTED OTHERWISE IN THE SHEAR WALL SPECIFICATIONS) SECTION "A" II 111 111 III III II1 I��� 1111 1I- 11mul- 1—I 1I- 1I1- © 2016 Level Design, LLC. SCALE: 1/4" =1'-0" TYPICAL ROOF CONSTRUCTION - COMPOSITION ROOF SHINGLES - 150 ROOFING FELT - 1/16" SHEATHING RATED 24/16 - STRUCTURAL SYSTEM AS NOTED ON FRAMING PLAN - R-49 INSULATION - 5/S" GWB. CEILING - 1/8" TO 1/4" MESH SCREEN OYER OPENINGS - MINIMUM NET FREE VENTILATING AREA SHALL BE 1/150 OF VENTED AREA SPACE OR 1/300 IF 40-50% VENTING IN UPPER ATTIC OR RAFTER SPACE. PER IRC RS06.2 - PROVIDE 1" MINIMUM CLEARANCE BETWEEN INSULATION AND SHEATHING AT VENTS PER IRC SECTION 8806.3 TYPICAL WALL CONSTRUCTION - SIDING AND/OR VENEER PER ELEVATION - 1/16" PLY OR OSB SI-ITG.( UN.O ) - TYVEK BUILDING WRAP OR Ea. - 2X6 STUDS e 16" O.C. EXTERIOR WALLS U.N.O. EXTERIOR WALL NOTCH 25%, BORING 40% 60% BORING IF DOUBLED 4 NOT MORE THAN TWO SUCCESSIVE STUDS. - 2x4 STUDS e I6" O.C., INTERIOR PARTITIONS (2X6 e PLUMBING WALLS) NON-BEARING WALL MAXIMUM NOTCH 40%, BORING 60% HOLES NO CLOSER THE 5/8 INCH TO FACE OF STUD - R -2I INSULATION WITH VAPOR BARRIER - 1/2" GWB. INTERIOR SHEATHING TYPICAL FLOOR CONSTRUCTION - FINISHED FLOOR PER PLANS - 3/4" T4G PLYWOOD SUBFLOOR (GLUE AND NAIL) - FLOOR JOISTS PER PLAN - R-30 INSULATION OVER UNHEATED AREAS SEE NOTE ON SHEET 1 1 APPROX.GRADE oq * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. NOTE: REFER TO STRUCTURAL SHEETS FOR SHEAR WALL SCHEDULE AND ENGINEERING PLAN WHICH CONTAIN DETAIL REFERENCES AND/OR INSTRUCTIONS PERTAINING TO EACH SHEAR WALL INDICATED IN THIS PLAN. RECEIVED CITY OF TUKWILA MAY 2.32017 PERMIT CENTER NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS/ DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. 12 5 I/ J WRAP P.T. 6 x 6 POST UJ/1x CEDAR TYP. APPROX. GRADE SOUTH ELEVATION APPROX. GRADE TOP PLATE SCALE: 1/4" =1'-0" COMPOSITION ROOFING TOP PLAT SUB FLOOR TOP PLATE SUB FLOOR TOP PLATE \ APPROX. GRADE EAST ELEVATION PROVIDE STEPS DN. TO GRADE NOTE: 6' BEVEL SIDING WRAP POST TYP. P.T. 6 x 6 / I x CEDAR r.IB SEWED FOR CODE OOMPLIANICE APPROVED APPROX. GRJIPE.UN 1 6 2017 APPROVED NUMBERS OR ADDRESSES SHALL BE PROVIDEDCity of Tukwila FOR ALL NEW BUILDINGS IN SUCH A POSITION AS TO BE BUILDING DIVISION PLAINLY VISIBLE AND LEGIBLE FROM THE STREET OR R FRONTING THE PROPERTY. ADDRESS NUMBERS ARE REQUIRED TO BE 4° HIGH WITH A 1/2" STROKE. © 2016 Level Design, LLC. - VERIFY SHEAR WALL NAILING AND HOLDOUJNS ARE PER PLAN AND SCHEDULE PRIOR TO INSTALLING SIDING - MASONRY AND WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.R.C. - PROVIDE GALVANIZED SHEET METAL FLASHING AND COUNTERFLASHING AT ALL ROOF / WALL INTERSECTIONS, CHIMNEYS, AND SKYLIGHTS - PROVIDE WEATHERSTRIPPING AND FLASHING AT ALL DOORS AND WINDOWS AS REQUIRED - CAULK ALL EXTERIOR JOINTS AND PENETRATIONS - POST ADDRESS ON BLDG. PRIOR TO FINAL INSPECTION - LOTS SHALL BE GRADED AS TO DRAIN SURFACE WATER AWAY FROM FOUNDATION WALL. SLOPE SHALL BE &" IN FIRST 10 FT, OR DRAINS OR SWALES SHALL BE PROVIDED TO ENSURE DRAINAGE AWAY FROM STRUCTURE - FASTENERS TO BE NOT -DIPPED GALV. STEEL, STAINLESS OR ALUM. (CORROSION RESISTANT) SCALE: 1/4" =1'-0" NOTE: PROVIDE CONTINUOS PRE -PAINTED G.I. 'Z' FLASHING AT ALL EXT. DOOR 4 WINDOW HEADERS. RECEIVED CITY OF TUKWILA MAY 232017 PERMIT CENTER 5/4 x 4 CORNER BD. TYP. 12 5 V 6' BEVEL SIDING 12 5 1/- • APPROX. GRADE 5/4 X 4 WINDOUJ HEAD TRIM TYP. 5/4 X 4 VERT. WINDOW TRIM TYP. 1 X 21/2 BEVELED SILL ON 5/4 X 6 SILL TRIM TYP. 12 12 �I 5 WEST ELEVATION r� APPROX. GRADE 12 5 1 SCALE: 1/4" =1'-0" 12 5 12 12 5 APPROX. GRADE PROVIDE STEPS DN. TO GRADE NORTH ELEVATION AP - VIEWED FOR CODE COMPLIANCE APPROVED I JUN 16 2017 City of Tukwila BUILDING DIVISION SCALE: 1/4" :.�. CITY OF TUKWILA MAY 2.3 2017 PERMIT CENTER 070 REVISION DATE: INIT: 04-28-I1 MEY DATE: 3-22-2016 INIT: MEY FOUNDATION VENTILATION USE 14" x 1" SCREENED FDN. VENTS (1) VENT = 52 SQ. FT. NET FREE VENT AREA (1) VENT TO BE LOCATED WITHIN 3' OF EACH CORNER FDN. AREA = NET VENT AREA REQ'D (N.V.A.) 300 N.V.A. = QTY. OF VENTS REQUIRED 52 1469 4.89 4.89 = 9.41 VENTS REQ'D 300 - 52 (10) VENTS REQUIRED NEC 250.52 Grounding Electrodes A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of 1/2" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20 -foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude.8" min. above top of foundation wall near location of power panel.) 0 11 1 FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. NOTE: USE MIN. 6" WIDE POST BELOW BEAM SPLICES FOOTING SCHEDULE USE P.T. 4 X 4 POSTS BELOW 4 X BEAMS U.N.O. USE P.T. 6 X 6 POST BELOW 6 X BEAMS U.N.O. IS P.T. POST ON 18" DIA. X 8" THICK CONC. FOOTING O24 P.T. POST ON 24" DIA. X 12" THICK CONC. FOOTING 30 P.T. POST ON 30" X 30" X 12" THICK CONC. FOOTING W/ 3- # 5 BARS EACH WAY 36 P.T. POST ON 36" X 36" X 12" THICK CONC. FOOTING W/ 3- # 5 BARS EACH WAY 42 P.T. POST ON 42" X 42" X 12" THICK CONC. FOOTING W/ 4- # 5 BARS EACH WAY FOOTING SIZES BASED ON 1500 per SOIL BEARING CAPACITY 50'-0' 6'-0' 12'-6' 14'-0' 11'-6' El 13'-6' 24' X 18° 5L4E3 ON GRADE E 4' CONC. 12'-0' 18'-6' S4 55 1.. 5'-8' 24 �24 5'-0' 5'-8' x 10 -3-- 24 ®_24 5'-8' N CRALUL SPACE 18' MIN. W/ 6 MIL VAPOR BARRIER TYP. 5'-0' 5'-0' 5'-0' 3'-9' 24 5'-8' 24 1'-3' �24 5'-0' 18'-3' 5'-8' 4 x 10 5'-0' 24 -0' w O 5'- 2' L 24' X IS" SL 41E3 4' CONC. 24 24 4x10 4 x 10 �— 24 24 11-2}' v L 24 4 IS' X 24' MIN- �RAWLSPACE ACCESS.;:, , ... 4x10 _LE1-1 L 24 24 / El 24 l'-5' 12'-3' 19'-3' 24 24 / CONTINUOUS FOOTING 9'-3' r L_ __136 36 1'-1i' SLAB ON GRADE 4' CONC. SLAB ON 4' COMP. FILL TIP. SLOPE 3/16' / FT TOWARD DOORS CONTINUOUS FOOTING 16'-3' F1-1 L- 2 24 41-10' 1' 4'-3' // 24 4 13' _136 24 24 x10 _Lava 4 24124 L 24 4'-10' u- 0 0 0 0 u 0 0 4 -- 24 11'-9' • 24 —1 24 eh h 36 24 • 6'-0' 12'-0' 12'-6' 18'-6' SLOE ON GRADE 4' CONC. 19'-0' r 24'X18' 50'-0' FOUNDATION/ FRAMING PLAN © 2016 Level Design, LLC. - ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED SOFFIT, VENT, AND INSULATE ALL CANTILEVERED AREAS - PROVIDE SOLID BLOCKING OVER SUPPORTS - ALL FOOTINGS TO REST ON UNDISTURBED SOIL - PROVIDE SUPPLEMENTAL JOISTS/BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) - PROVIDE COPY OF CONCRETE "BATCH TICKET" ON SITE FOR REVIEW BY BUILDING OFFICIAL - IF AN ENGINEERED JOIST FLOOR FRAMING LAYOUT IS PROVIDED BY THE JOIST SUPPLIER, THAT JOIST LAYOUT SHALL SUPERCEDE THE JOIST LAYOUT INDICATED IN THE PLANS. PROVIDE I -JOIST LAYOUT AND SPECS ON SITE FOR INSPECTION. SCALE: 1/4" =1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED JUN 16 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 232017 PERMIT CENTER REVISIONS 3-22-201& ,45 NOTE a U 0 Ch m A STRUCTURE FOR FOUNDATION! SHEAR WALL NOTES TYPICAL SHEARWALL NOTES I.) USE 5/5' DIA. BY 10" ANCHOR BOLTS (AB'S) WITH SINGLE PLATES AND 5/5" DIA. BY 12' AB'S WITH DOUBLE AND 3X PLATES SPACED AS 51-1OWN ON THE DRAWINGS. AB'S SHALL HAVE 1' OF EMBEDMENT INTO FOOTING, SHALL BE CENTERED IN THE STUD WALL, AND. SHALL PROJECT THROUGH THE BOTTOM PLATE OF THE WALL AND 1-14VE A 3X3/XI/4 PLATE WASHER 2.) ALL WALL SHEATHING 51-IALL BE 1/2' CDX PLYWOOD, 5/S" T1-11 SIDING, OR 1/16" OSB WITH EXTERIOR EXPOSURE GLUE AND SPAN RATED "SR 24/0' OR BETTER ALL FREE SHEATHING EDGES SHALL BE BLOCKED WITH 2X4 OR 2X6 FLAT BLOCKING EXCEPT WHERE NOTED ON THE DRAWINGS OR BELOW. 3.) ALL NAILS SHALL BE ad OR I0d COMMON (Sd COMMON NAILS MUST BE 0.131 INCH DIAMETER, SENCO KC21 NAILS ARE EQUIVALENT. IF 10d COMMON NAILS ARE CALLED FOR THE DIAMETER MUST BE 0.145 INCHES, SENCO MD23 NAILS ARE EQUIVALENT). NAIL SIZE AND SPACING AT ALL SHEATHING EDGES SHALL BE 45 REQUIRED BELOW OR 45 IN THE DRAWINGS. NAIL SPACINGS SHALL BE 12' O.C. FOR ALL FIELD NAILING EXCEPT A5 NOTED. 4.) HOLD DOWNS ARE SIMPSON "STRONG TIE' AND SHALL BE INSTALLED PER THE MANUFACTURE'S RECOMMENDATION. EQUIVALENT HOLD DOWNS BY UNITED STEEL PRODUCTS COMPANY 'KANt-SAG' THAT HAVE ICBO APPROVAL CAN BE SUBSTITUTED IN PLACE OF SIMPSON HOLD DOWNS. ALL FLOOR SYSTEMS MUST BE BLOCKED SOLID BELOW MEMBER TI -IAT THE HOLD DOWN IS ATTACHED TO. THIS BLOCK SHOULD BE EQUAL TO OR LARGER THAN THE MEMBER THE HOLD DOWN IS ATTACHED TO AND BE PLACED AS A 'SQUASH BLOCK". 5.) ALL DOUBLE AND TRIPLE STUDS SHALL GLUED AND NAILED TOGETHER WITH 101D'S AT 3' O.C. FOR EACH LAYER ALL 4X STUDS ARE TO BE 02 DF AND ALL 6X STUDS ARE TO BE #1 DF WHEN USED FOR HOLD DOWNS AND SHEAR WALLS. 6.) ALL FASTENERS INCLUDING NUTS AND WASHERS IN CONTRACT WITH PRESSURE TREATED LUMBER SHALL BE HOT -DIPPED ZINC COATED GALvANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER FASTENERS OTHER THAN NAILS, TIMBER RIVETS, WOOD SCREWS AND LAG SCREWS SHALL BE PERMITTED TO BE OF MECHANICALLY DEPOSITED ZINC COATED STEEL IN ACCORDANCE WITH ASTM B 695, CLASS 55 MINIMUM. FASTENERS EXPOSED TO WEATHER MUST MEET THE REQUIREMENTS OF THE PRESSURE TREATING MANUFACTURE'S MINIMUM. IN ADDITON, THE CONTRACTOR SHALL COORDINATE CONNECTOR/FASTENER COATING REQUIREMENTS WITH RECOMMENDATIONS FROM CONNECTOR/FASTENER MANUFACTURER AND TYPE OF PRESSURE TREATING CHEMICAL AND RETENTION BEING USED. SEE SECTION 2304.9.5 OF THE 2015 IBC FOR ADDITIONAL INFORMATION. SHEAR WALL SCHEDULE TYPICAL SHEARWALL NOTES ALL WALL AND ROOF FRAMING LUMBER SHALL BE DOUG -FIR #2 OR BETTER. MST STRAPS ATTACHES TO (2) 2X OR 4X STUDS IN WALL ABOVE AND BELOW UNLESS NOTED OTHERWISE. NAIL ALL HOES WITH I6D SINKERS SHEAR WALLS MARK CALLOUT SHEATHTING NAILED WITH Sd'S AT 6' ON CENTER ALL EDGES. SHEATING NAILED WITH Sd'S AT 3' ON CENTER ALL EDGES AND 4X OR 6X STUDS AT PANEL EDGES. SHEATING NAILED WITH Sd'S AT 2' ON CENTER ALL EDGES AND 4X OR 6X STUDS AT PANEL EDGES. HOLD TABLE TYPICAL HOLDDOWN NOTES TO LOCATE HOLD DOWN ANCHOR BOLT ANCHOR BOLT TO BE LOCATED OF THE SHEAR WALL. ALL CENTERLINE OF THE ANCHOR BOLT WITH SHEAR WALL PANEL SIZE CONTROLS ALL EDGES. GREATER THAT FOUNDATION DEPTH, OF HOLDOWN ANCHOR BOLT TO A DEPTH THE BOTTOM OF THE ANCHOR BOLT. PROVIDE REBAR AT THIS LOCATION. IT 15 THE RESPONSIBILITY OF THE CONTRACTOR TO ACCOMMODATE ALL STRUCTURAL FRAMING. NEAREST THE CORNER OR OPENING AT THE END FOUNDATION VENTS TO BE A MINIMUM OF 12' OFF ON EITHER SIDE. HOLDOWN STUD TO BE COORDINATED EDGE FRAMING REQUIREMENTS. LARGER STUD SHEATHTING NAILED WITH SID'S AT 6' ON CENTER * FOR HOLDOWN ANCHOR BOLT EMBEDMENT THICKEN FOOTING FOR 2'-0' EITHER SIDE THAT PROVIDES FOR 3' CLEAR BELOW (2) ADDITIONAL #4 X 3'-0' PIECES OF LONGITUDINAL HOLD DOWN SCHEDULE TYPE DESCRIPTION 4 HDU2 � ATTACHES TO CONCRETE FOUNDATION WITH SIMPSON 55T13 16 HDU2 ATTACHES TO DOUBLE 2X STUDS OR 4X OR 6X STUD WITH (6) SIMPSON SIDS 1/4 X 3 WOOD SCREWS IN WALL ABOVE. B Hpu& ATTACHES TO CONCRETE FOUNDATION WITH SIMPSON SST 2S HDUS ATTACHES TO DOUBLE 2X STUDS OR 4X OR 6X STUD WITH (20) SIMPSON SDS 1/4 X 3 WOOD SCREWS IN WALL ABOVE SHEAR WALL KEY PLAN REVIEWED FOR CODE COMPLIANCE APPROVED JUN 16 2011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKVVILA MAY 232017 PERMIT CENTER REVISIONS. DESIGNED BY H.H. DRAWN BY 3-22-201& AS NOTED A STRUCTURE SHEAR WALL KEY JOB NO. 52.0 HARDWARE: STRUCTURAL NOTES GENERAL NOTES: THESE STRUCTURAL NOTES SUPPLEMENT THE DRAWINGS. ANY DISCREPANCY FOUND AMONG THE DRAWINGS, THESE NOTES, AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ENGINEER, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. THE CONTACTOR SHALL VERIFY AND COORDINATE THE DIMENSIONS AMONG ALL DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. THE CONTRACTOR SHALL COORDINATE BETWEEN THE ARCHITECTURAL DRAWINGS AND THE STRUCTURAL DRAWINGS. THE ARCHITECTURAL DIMENSIONS ARE TAKEN TO BE CORRECT WHEN IN CONFLICT WITH THE STRUCTURAL DRAWINGS. THE CONTRACTOR IS RESPONSIBLE FOR ALL BRACING AND SNORING DURING CONSTRUCTION. ALL CONSTRUCTION SHALL CONFORM TO THE APPLICABLE PORTIONS OF THE LATEST EDITION OF THE INTERNATIONAL BUILDING CODE EXCEPT WHERE NOTED DESIGN CRITERIA: 12. ALL FASTENERS INCLUDING NUTS AND WASHERS IN CONTRACT WITH PRESSURE TREATED LUMBER SHALL BE HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. FASTENERS OTHER THAN NAILS, TIMBER RIVETS, WOOD SCREWS AND LAG SCREWS SHALL BE PERMITTED TO BE OF MECHANICALLY DEPOSITED ZINC COATED STEEL IN ACCORDANCE WITH ASTM B 695, CLASS 55 MINIMUM. FASTENERS EXPOSED TO WEATHER MUST MEET THE REQUIREMENTS OF THE PRESSURE TREATING MANUFACTURE'S MINIMUM. IN ADDITON, THE CONTRACTOR SHALL COORDINATE CONNECTOR/FASTENER COATING REQUIREMENTS WITH RECOMMENDATIONS FROM CONNECTOR/FASTENER MANUFACTURER AND TYPE OF PRESSURE TREATING CHEMICAL•AND RETENTION BEING USED. SEE SECTION 2304.9.5 OF THE 2012 IBC FOR ADDITIONAL INFORMATION. ALL CONNECTION HARDWARE SHALL BE SIMPSON "STRONG TIE". CONNECTION HARDWARE EXPOSED TO THE WEATHER OR SOIL SHALL BE TREATED AS IN STEEL ABOVE. CAUTION: PLACE TRUSSES PER MANUFACTURER'S RECOMMENDATIONS AND BRACE PER TRUSS COMPANY RECOMMENDATION. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING AND SHORING REQUIRED FOR PLACING TRUSSES. NOTE THESE DRAWINGS DO NOT INCLUDE ANY TEMPORARY SHORING OR BRACING. PRECISE ENGINEERING RECOMMEND ALL SHORING AND BRACING BE DESIGNED AND DETAILED BY A LISENCED ENGINEER. CONTRACTOR TO FIELD VERIFY ALL CONDITIONS AND ALL ELEVATIONS. REVISIONS 3-22-201' AS NOTED 1. IVE LOAD = 40 PSF (FLOORS) 60 PSF (DECKS) 25 PSF (SNOW) 2. DEAD LOAD = 15 PSF (ROOF) 12 PSF (FLOOR) 10 PSF (WALLS) 150 PCF (CONCRETE) 3. PARTITION = 10 PSF (FLOORS) 4. WIND = 2015 IBC EXPOSURE B o 110 MPH 5. EARTHQUAKE = 2015 IBC SITE CLASS = D DESIGN CAT. = D USE GROUP = I R = 6.5 GD = 4 UJO = 3 SOIL = 1500 PSF, ASSUMED BEARING CAPACITY 38 PGF, ASSUMED ACTIVE FLUID PRESSURE 350 PCF, ASSUMED PASSIVE FLUID PRESSURE 0.45, ASSUMED COEFFICIENT OF FRICTION 110 PCF, ASSUMED SOIL DENSITY 5 I/4 x 9 1/2 VL MSTA36 vL TO WALL TPO PL. 14' SCI 9(0-2.(l DF R JST 012' ac.51/4X111/S VL a 6X10 5 1/4 X 9 1/2 vL TRIM ING HUCQ610 DBL TRIM DBL KING CONCRETE 4 REINFORCING STEEL: 1. ALL CONCRETE WORK SHALL BE PER THE 2015 IBC CHAPTER 19. 2. ALL REINFORCING SHALL BE ASTM A615 GRADE 60 EXCEPT AS SHOWN ON THE FLANS. 31/2X111/5 VL 3. CONCRETE SHALL BE IN ACCORDANCE WITH ASTM 150. F'C = 2500 PSI 28 DAY SLUMP = 4" MAXIMUM, 6% AIR ENTRAINED. 4. GARAGE SLAB AND EXTERIOR SLABS TO HAVE MINIMUM THICKNESS OF 4" WITH 6 X 6 W1.4 X 1.4 WWF WITH VAPOR BARRIER. THIS IS AT THE OWNER'S OPTION TO REDUCE SLAB CRACKING.CRACK CONTROL JOINTS THE RESPONSIBILITY OF THE CONTRACTOR I3/4X11-/S VL -4'- - 1.51/11.85 HUCQC 10 51/4XI11/3VL X11' -S' 1.SI/II.SS CARPENTRY: 1. 2X STRUCTURAL FRAMING SHALL BE 4'2 DOUGLAS FIR. 4X STRUCTURAL MEMBERS SHALL BE 4'2 DOUGLAS FIR. 6X MEMBERS SHALL BE #1 DOUGLAS FIR. Xll1/SvL - 2. PROVIDE SOLID BLOCKING IN FLOOR SYSTEM BELOW ALL BEARING WALLS AND POINT LOADS. 3. 2X JOISTS SHALL BE KILN DRIED AND STORED IN A DRY AREA PRIOR TO INSTALLATION THE MOISTURE CONTENT OF ALL WOOD SHALL BE LESS THANN5 4. FLOOR JOISTS SHALL BE BY BOISE CASCADE OR OTHER APPROVED MANUFACTURER. JOIST TO BE • INSTALLED AND BRACED PER MANUFACTURER'S REQUIREMENTS. 5. ROOF TRUSSES SHALL BE BY A PRE -APPROVED MANUFACTURER AND CONSTRUCTED ACCORDING TO THE SPECIFICATIONS OF THE TRUSS PLATE INSTITUTE. TRUSS SHOP DRAWINGS MUST BE STAMPED BY A LICENSED ENGINEER AND BE ON SITE AT THE TIME OF CONSTRUCTION. PRELIMINARY TRUSS DRAWINGS MUST BE REVIEWED PRIOR TO CONSTRUCTION. IT IS THE TRUSS MANUFACTURER'S RESPONSIBILITY TO INFORM THE ENGINEER OF RECORD OF ANY CHANGES FROM THE PRELIMINARY TRUSS LAY -OUT. GIRDER TRUSSES TO HAVE A MINIMUM OF BEARING STUDS EQUAL TO NUMBER OF PLIES OF TRUSS. ALL GIRDER TRUSSES SHALL HAVE SIMPSON HGT TIE DOWN AT EITHER END TO MATCH NUMBER OF PLIES. TRUSS MANUFACTURES ARE RESPONSIBLE FOR ALL BRACING OF THE TRUSSES INCLUDING END WALL BRACING AND ALL OTHER BRACING BETWEEN THE BUILDING AND THE TRUSSES UNLESS SPECIFICALLY SHOWN OTHERWISE ON THE DRAWINGS. CONTRACTOR TO COORDINATE BRACING WITH ENGINEER OF RECORD AS REQUIRED. 6. GLUE LAMINATED BEAMS SHALL BE 24F -V8 FOR CANTILEVERED OR CONTINUOUS BEAMS AND 24F -V4 FOR SIMPLE SPANS. 6 X 8 /CC n1.1-6 HUCQ412 1 X 11 1/B VL CONT...2' HUCQ412 X11 -/5v x S W/CGQ1.1-6 0 N 0 HGU5410 X 11 1/5 vL 1X111/5 v_CONT. 32 1 3/4 X II 1/5 vL MIU1.81/I1 (FB (FV = (E _ (FCL= 2,400 P5I ) 190 PSI) 1,800,000 P5I ) 650 PSI) 7. CONTINUOUS AND CANTILEVERED GLUE LAMINATED BEAMS SHALL NOT BE CAMBERED. ALL OTHER GLUE LAMINATED BEAMS SHALL BE CANTILEVERED FOR L/450. SEE THE FRAMING PLANS FOR ANY EXCEPTIONS. 8. ALL MANUFACTURED LUMBER SHALL BE BY BOISE CASCADE AND HAVE THE FOLLOWING STRUCTURAL PROPERTIES: VERSA LAM (VL) (FB = (FV = (E (FCL. 2,500 PSI) 280 PSI) 2,000,000 PSI) 750 P5I) REVIEWED FOR CODE COMPLIANCE APPROVED 9. SHEATHING AT ROOF AND FLOOR SHALL BE LAID WITH FACE GRAIN PERPENDICULAR TO SUPPORTS AND END JOINTS STAGGERED 4';03N CENTER. PROVIDE 1/5? SPACE AT PANEL EDGES AS REQUIRED BY PANEL MANUFACTURERS. FLOOR SHEATHING SHALL BE NAILED 6" O.C. EDGES AND 12" FIELD WITH 10D'S AND ROOF SHEATHING SHALL BE NAILED 6" O.C. EDGES AND 12" 0.0 FIELD WITH 10D'S UNLESS OTHERWISE NOTED ON THE DRAWINGS. 10. BLOCK AND NAIL ALL HORIZONTAL PANEL EDGES AT DESIGNATED SHEAR WALLS. II. ALL BEAMS TO BE SUPPORTED BY A MINIMUM OF A SOLID POST THAT MATCHES THE WIDTH OF THE WALL AND THE WIDTH OF THE BEAM UNLESS NOTED OTHERWISE. A 6X BEAM SEARING IN 2X6 WALL WILL SE A 6X6. PROVIDE 50LID SQUASH BLOCKING TO MATCH IN FLOOR SYSTEM AND MATCH POST SIZE IN FOUNDATION. CONTACT ENGINEER OF RECORD FOR ANY DEVIATIONS. 0 2016 Level Design, LLC. SCALE: 1/4" = ALL DOOR/WINDOW HEADERS TO BE 6X8 DF4'2 AT 2X6 BEARING WALLS , U.N.O., 6'-0" MAX. SPAN ALL DOOR/WINDOW HEADERS TO BE 4X10 DP2 AT 2X4 BEARING WALLS, U.N.O., 6'-0" MAX. SPAN - PROVIDE FIREBLOCKING AS REQUIRED PER I.R.C. WINDOW HEADERS AT -B" ABOVE SUB FLOOR, U.N.O. - EXTERIOR WALLS TO BE 2X6 AT 16" O.C., U.N.O. INTERIOR PARTITIONS TO BE 2X4 AT 16 O.C. (2X6 PLUMBING WALLS) U.N.O. - PROVIDE SUPPLEMENTAL JOISTS/BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (UN.0.) - FLOOR JOISTS AND BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR TI -405E SHOWN ON THIS PLAN, "EQUAL" 15 DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS. JUN 16 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 232017 PERMIT CENTER JOB NO. 53.0 MFR END JACK TRUSSES a 24' O.C. A5 PER MFG. SPECS. TYP. MFR. - A5 P FR.A5P IP TRUSSES e 24' D.C. R MFG. SPECS. TYP. 5 2X9d.LB. CO 1 0 MFR END JACK TRUSSES 0 24.' .O.C. AS PER MFG. SPECS. TYP. 5 1/4 X 9 1/2 V DOUBLE TRIM DOUBLE KING DOUBLE TRIM MFR. MONO TRUSSES 6 24° O.G. A5 PER MFG. SPECS. TYP. • HUC6STF MFR END JACK TRUSSES e 24' O.C. A6 PER MFG. SPECS. TYP. MFR MONO TRUSSES 6.24° O.G. A5 PER MFG. SPECS. TYP. MFR. END JACK TRUSSES a 24' O.C. AS PER MFG. SPECS. TYP. (RAISED HEEL) RIDGE MFR. MONO TRUSSES e 24' O.C. AS PER MFG. SPECS. TYP. (RAISED HEEL) HIP M ;STER A SIJ HIP MASTE MFR. END JACK TRUSSES 0 24° O.C. A5 PER MFG. SPECS. TYP. (RAISED HEEL) 5 1/2 X 12 GLB I � RO .12 12 GLB I 'I 5 1/2 X 10 1/2- GLB F FRAMING PLAN co 4 co co go o- wGG� C) 2016 Level Design, LLC. - ALL BEAMS AND HEADERS TO BE 6XS DF 4s2 AT 2X6 BEARING WALLS, U.N.O., 6'-O" MAX. SPAN ALL EAMS AND HEADERS TO BE 4X10 DF ' 2 AT 2X4 BEARING WALLS, MAX. SPAN SHAD D AREAS INDICATE OVERFRAMING, 2X6 6 24" O.C., U.N.O. BEA INC WALLS ARE INDICATED AS SHADED WALLS PRO IDE VENTED BLOCKING AT REQUIRED TRUSS/RAFTER BAYS ALL ANUFACTURED TRUSSES= * SHALL NOT BE FIELD ALTERED WITHOUT ENGINEER'S APPROVAL * SHILL HAVE DESIGN DETAILS. AND DRAWINGS ON SITE FOR FRAMING INSPECTION * SH�LL BE INSTALLED AND BRACED TO MANUFACTURER'S SPECIFICATION * SHILL CARRY MANUFACTURER'S STAMP ON EACH TRUSS IF AN 'ENGINEERED ROOF FRAMING LAYOUT IS PROVIDED BY THE TRUSS SUPPLIER, THAT) T'R1155 LAYOUT SHALL SUPERCEDE THE TRUSS LAYOUT INDICATED IN THE PLANS. PROyIDE TRUSS LAYOUT AND SPECS ON SITE FOR INSPECTION. PRO\4IDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) SCALE :1 /4" =1'-0" l/j�•%` Fcc6{ 46 Q 66 3T MFR END JACK TRUSSES e 24' O.C. A5 PER MFG. SPECS. TYP. MFR END JACK TRUSSES a 24' O.G. AS PER MFG. SPECS. TYP. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 16 2017 City of Tukwila BUILDING DIVISION RECEIVED . CITY OF TUKWILA. MAY 2.3 2017 PERMIT CENTER REVISIONS DRAWN. BY 3-22-2016 45 NOTED A....STR.UCTURE ROOF FRAMING JOB NO. 54.0 s I. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2' SNEAK ING 3. I -JOIST PER PLAN 4. SOLID CONTINUOUS RIM 5. PROVIDE "4 BAR AT 16° HORIZONTAL O.C. 6. 5/8' DIAMETER ANCHOR BOLTS a 48' 0.C. (U.N.O. ON SHEAR WALL SCHEDULE) W/ 1° MIN. EMBED. 1. 444 a 24' 0.C. VERTICAL W/ STANDARD HOOKS ALTERNATE BENDS, NO WET SETTING PERMITTED 8. (2) 04 BARS CONTINUOUS BOTTOM 9. EDGE NAILING 10. I6d a6'0.C. INSTALL FOOTING DRAINS WHERE REQUIRED PER 8405.1 a" FOUNDATION STEM WALL UJ 1 -JOIST SCALE: N.T.S. • PER PLAN CRIPPLE UJ4LL SCALE: %4':I' t 1 2. 2x STUD WALL W/ BASE PLATE NAILING PER SHEAR WALL SCHEDULE EDGE NAILING PER SHEAR WALL SCHEDULE 3, I -JOIST FER PLAN SECURED TO TOP PLATE W/ (2) Sd NAILS 4. SOLID CONTINUOUS RIM 130,4RD UJ/ Sd NAIL TO TOP AND BOTTOM CHORD OF I -JOIST 4 6 " O.C. 5. SHEATHING PANEL EDGE W/ EDGE NAILING PER SHEAR WALL SCHEDULE 6. SIMPSON LTP4 a 48" 0.C. 1. 8. EXTEND STHD STYLE ANCHOR STRAPS WITH OVERLAPPED CMSTCI6 COILED STRAP TO GET FULL NAILING AT WALL FRAMING ABOVE (BOLT STYLE HOLPOWNS TO BE EXTENDED TO WALL ABOVE W/ COUPLER NUT AND ALL TREAD ROD) 2x6 CRIPPLE WALL W/ STUDS a 16° O.C. SHEATHED 4 NAILED W/ Sd NAILS a 4° O.C. (10) EDGE 4 12' O.C. FIELD 9. CONCRETE SLAB PER PLAN 10. (2) 04 REBAR CONTINUOUS IN FOOTING (5) (4) 1. BEAM SPLICE AS OCCURS 2. WOOD BEAM PER PLAN 3• SIMPSON CC66 TYPE POST GAP 4. WOOD COLUMN PER FLAN 5. SIMPSON ACE TYPE POST CAP U 0OD 5E 4M AT U,OOD COLUMN SCALE: N.T.S. (3) UP TO 4S° (MAX.) (1) (8) 44 c0 z 21141417.1. 1'-4" I. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. FLOOR SHEATHING 3. I -JOIST PER PLAN 4. SOLID CONTINUOUS RIM 5. PROVIDE *4 BAR AT 16' HORIZONTAL O.C. 6. 5/S' DIAMETER ANCHOR BOLTS a 48" 0.C. (U.N.O. ON SHEAR WALL SCHEDULE) W/ 1' MIN. EMBED. 1. 04 a 24' O.C. VERTICAL UJ/ STANDARD HOOKS ALTERNATE BENDS, NO WET SETTING PERMITTED (2) *4 BARS CONTINUOUS BOTTOM 9. EDGE NAILING 10. 16d a 6° O.C. TOE NAILS II. I -JOIST BLOCKING AT PANEL EDGES 6. INSTALL FOOTING DRAINS WHERE REQUIRED PER R405.1 a° FOUND4TIQN STEM (LAU W/ I -JOIST SCALE: N.T.S. 1li " i . � 111=&�t1 0 i JIM (5) WE5 JOIST AT STUD LUAU_ 10' ROOF TRUSS. AT 5E4RING I. SHEATHING AND NAILING PER SHEARWALL SCHEDULE 2. BASE PLATE NAILING PER SHEARWALL SCHEDULE 3. SHEAR PANEL EDGE NAILING 4. 16d a'6' OG. 5 DBL TOP PLATE 6. PLYWOOD WEB FLOOR JOISTS PER PLAN 1. SOLID CONTINUOUS RIM 8• FLOOR SHEATHING I. TRUSS UJ/ ROOF SHEATHING PER PLAN 2. 2x BLOCKING TOE NAILED TO PLATE W/ (3) Sd NAILS (OPT. 1) OR ATTACHED W/ (I) SIMPSON RBC PER BLOCK (OPT. 2) 3. EDGE NAILING 4. SIMPSON H2.5 a EACH TRUSS INSTALLED PER MFG. SPECS. 5. 2x STUD WALL OR BEAM PER PLAN SIMPSON RBC MAY BE DELETE IF SIMPSON HI IS SUBSTITUTED FOR H2.5 a EACH TRUSS (OPT.. ) SCALE: %4' _ I' (4) (5) (9) -7 2. 3. 4. 5. 6. 1. 8. BLOCKING BY JOIST MFR. (3) 16d PER BLOCK FLOCR SHEATHING I-J013TS PER PLAN BEAM FER PLAN 2x OR PLYWOOD CLEAT EACH SIDE OR SIMPSON BC POST CAP 4x OR 6x P.T. POST W/ SIMPSON A34 EACH SIDE OR SIMPSON PB POST BASE CONC. FOOTING PER PLAN EDGE NAILS INTERIOR Sfi RE 4D FOOT INCA W/ I -JOIST SCALE: N.T.S. (9) (5)- I JOIST AT 5 EAR UsALL (4) (3) SHEATHING AND NAILING PER SHEARWALL SCHEDULE 2, BASE PLATE NAILING PER SHEARWALL SCHEDULE 3. SHEAR PANEL EDGE NAILING 4. 16d a 6' 0.C. TOENAIL 5, DBL TOP PLATE 6• I -JOIST BLOCKING AT PANEL EDGES 1. SOLID CONTINUOUS RIM s. FLOOR SHEATHING 9. I -JOIST PER PLAN SCALE: N.T.S. VALLFY FR4MINC1 SCALE: N.T.S. I. PLYWOOD SHEATHING 2. 8d a 6' 0.C. 3. 2X OVER FRAME a 24° 0.C. w/ 2-10d TOE NAILS TO VALLEY BOARD 4. TRUSS OR RAFTER PER PLAN 5. 2X CONTINUOUS VALLEY BOARD FLAT W/ 2-I6d NAIL PER TRUSS TYP. NOTE: 1. PLYWOOD SHEATHING ON PRIMARY ROOF TRUSSES SHALL BE CONTINUOUS. 2. AT 2X OVER FRAMING USE THE FOLLOWING: 0'-4' 2X4 MIN. 4'-8' 2X6 MIN. 8'-10' 2XS MIN. 10'-12'----2X10 MIN. EXTENT OF HEADER (TWO BRACED WALL PANELS) EXTENT OF HEADER (ONE BRACED WALL PANEL) (I)- I I (1) (4) (3) Eft TO 18ft (4) (I) (5) (4) (2) PF (10) (12) (2) (5) (6) -(10) (6) x 1. SHEATHING 4 NAILING PER SHEARWALL SCHEDULE 2. EDGE NAILS 3. FINISH GRADE OR SLAB AS OCCURS 4. PROVIDE *4 BAR AT 16' HORIZONTAL O.C. 5. 04 a 24° 0.C. VERTICAL W/ STANDARD HOOKS ALTERNATE BENDS, NO WET SETTING PERMITTED 6. CONC. SLAB 1. TREATED SILL PLATE 8, 5/5' DIAMETER ANCHOR BOLTS a 48' O.C. (UN.O. ON SHEAR WALL SCHEDULE) W/ 1' MIN. EMBED. 9. CONCRETE FOOTING W/ 8' STEM WALL PER PLAN 1'-4' INSTALL FOOTING DRAINS WHERE REQUIRED FER 8405.1 WOOD STUD WALL FOOT INCA SCALE: N.T.S. I =JOIST AT WOOD 5E 4M SCALE: N.T.S. I. EDGE NAILING 2. FLOOR SHEATHING 3. JOIST HANGER PER JOIST SUPPLIER 4. I -JOIST PER PLAN 5. WOOD BEAM PER PLAN 1. GIRDER TRUSS PER PLAN 2. Sd a 6' 0.C. EDGE NAILING 3. PLYWOOD SHEATHING CONTINUOUS (SINGLE 2FTx4FT HOLE PERMITTED FOR ACCESS AND VENTILATION) 4. TRUSS PER PLAN 5. ATTACH TRUSS TO GIRDER W/ FACE MOUNT HANGER PER TRUSS MFR. 6. 2X BLOCKING W/ 2-16d NAILS PER BLOCK 1. 2X OVERFRAME BEYOND TRUSS AT C IRD.ER TRUSS SCALE: N.T.S. I. HEADER PER PLAN (MINIMUM 3"xlV') 2. MINIMUM (2)2x4 STUD FRAMING TYP. 3. FASTEN TOP PLATE TO HEADER W/ 2 ROWS OF I6d SINKER NAILS a 3' 0.C. TYP. 4. SIMPSON L5TA24 STRAP TIE HEADER TO WALL ON (4) INSIDE FACE SECTION PORTAL FRAME CONSTRUCTION (FIELD 5UILT) THIRU WALL 5. FASTEN SHEATHING TO HEADER W/ Sd COMMON OR GALV. BOX NAILS IN 3' GRID PATTERN A5 SHOWN 4 3' O.C. IN ALL FRAMING (STUDS, BLOCKING, SILLS) TYP. 6. %/' MINIMUM THICKNESS WOOD STRUCTURAL PANEL SHEATHING 1. FOR PANEL SPLICE (IF NEEDED), PANEL EDGES SHALL BE BLOCKED W/ 3x OR (2) 2x, 4 OCCUR WITHIN 24' OF MID HEIGHT. IF 2x BLOCKING IS USED, FACE NAIL W/ (3) I6d SINKERS. S. 42000 STRAP TIE HOLDOWN PER PLAN SIMPSON HDUS HOLD DOWN PER PLAN 9. %' DIA. ANCHOR BOLT UJ/ 1° MINIMUM EMBEDMENT. USE 6'x2°X2' PLATE WASHER MINIMUM (TESTED ASSEMBLY) 10. FOUNDATION PER PLAN II. SHEATHING FILLER IF NEEDED 12. 10000 STRAP TIE HOLDOWN PER PLAN SCALE: 1Y2"=1' A PER PLAN W00D COLUMN FOOTING 1. WOOD COLUMN 2. COLUMN BASE BRACKET TO PEDESTAL OR FOOTING AS NEEDED 3. 03 TIES AT 10' O.C. AT PEDESTAL 4. (4) 04 DOWELS W/ ALTERNATE BEND FOR PEDESTAL 5, FINISH GRADE OR CONCRETE 5L4B WHERE OCCURS 6. 12' SQUARE CONCRETE PEDESTAL (OPTIONAL) 1. CONCRETE FOOTING 8. 2-'4 BARS EACH WAY 9• ARCHITECTURAL COVER, SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION SCALE: N.T.S. 1. SHEATHING AND NAILING PER SHEARWALL SCHEDULE 2. BASE PLATE NAILING I6d AT5°0.0 3. EDGE NAIL 4. BEAM PER PLAN 5. I -JOIST PER PLAN 6. JOIST HANGER PER JOIST SUPPLIER 1. FLOOR SHEATHING LUE5 JOIST AT 5E 4M EELQUJ SCALE: N.T.S. (I) WITH RIDGE VENT WITHOUT RIDGE VENT 6-4) RIDGE FLOCKING SCALE: N.T.S. 1. DBL EDGE NAILING 2. PLYWOOD SHEATHING 3. RIDGE VENT 4. TRUSS PER PLAN 5. BLOCKING PER IRC TABLE R6023(1) Note (1) REVIEWED FOR CODEPCPOROVEDNCE AJUN 16 2011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 23 2017 PERMIT CENTER REVISIONS 3-22-2o1& AS NOTED 10110/111111/ N A STRUCTURE FOR JOB NO. • 55.0