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HomeMy WebLinkAboutPermit D18-0071 - CODIGA - LOT D - NEW SINGLE FAMILY RESIDENCECODIGA —LOT D 1256751sTPLS D18-0071 Parcel No: Address: Project Name: 0 City of Tukwila e Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: htto://www.TukwilaWA.gov 0179002464 12567 51ST PL S CODIGA - LOT D COMBOSFR PERMIT Permit Number: D18-0071 Issue Date: 5/10/2018 Permit Expires On: 11/6/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: HUTCHINSON JOHN L 830 HEARTHSTONE DR, BOISE, WA, 83702 CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 CARY LANG CONSTRUCTION INC 29815 24TH AVE SW , FEDERAL WAY, WA, 98023-2300 CARYLCI1010F Expiration Date: 9/26/2018 Phone: (206) 423-5055 Phone: (253) 661-6880 CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 DESCRIPTION OF WORK: NEW SFR - 2825 SF LIVING SPACE, 636 SF GARAGE, 132 SF COVERED PORCHED PUBLIC WORKS ACTIVITIES INCLUDE: LAND ALTERING, EROSION CONTROL, WATER METER & WATER SEVICE LINE, SANITARY SIDE SEWER, STORM DRAINAGE, DRIVEWAY ACCESS, UNDERGROUNDING OF POWER, TRAFFIC CONTROL, ALLENTOWN FLOOD PRONE ELEVATION, AND STREET USE. Project Valuation: $403,829.90 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $50,336.47 Occupancy per IBC: R-3 Water District: TUKWILA Sewer District: TUKWILA 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: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: 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 el Volumes: Cut: 120 Fill: 30 Number: 1 1 Permit Center Authorized Signature: o,tel,spK 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 and agree to the conditions attached to this permit. Signature: Print Name: G/4r► t -Pi L---4 Date: -C7*/ 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: ***BUILDING PERMIT CONDITIONS*** 2: 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. 3: 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. 4: 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. 5: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: 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. 11: 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. 12: 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. 13: 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). 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 15: 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. 16: 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. 17: ***MECHANICAL PERMIT CONDITIONS*** 18: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 19: Manufacturers installation instructions shall be available on the job site at the time of inspection. 20: 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. 21: 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. 22: 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. 23: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 24: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 25: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 26: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 27: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 28: 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. 29: 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. 30: 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. 31: Piping through concrete or masonry walls shall not be subject to any Toad from building construction. No plumbing piping shalt be directly embedded in concrete or masonry. 32: 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. 33: 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. 34: 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. 35: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 36: 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 37: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 38: 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). 40: 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) 41: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. (City Ordinance #2435) 42: 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) 39: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 43: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 44: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 45: ***PUBLIC WORKS PERMIT CONDITIONS*** 46: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 47: 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. 48: 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. 49: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 50: 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. 51: 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. 52: 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. 53: Any material spilled onto any street shall be cleaned up immediately. 54: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 55: 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. 56: The Land Altering Permit Fee is based upon an estimated 120 cubic yards of cut and 30 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. 57: 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. 58: 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. 59: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 60: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15%. Turning radii shall be a minimum of 5'. 61: 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. 62: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer. Designer shall verify in writing to the Public Works Inspector that a 3/4 -inch water meter and service line meets domestic water and fire flow requirements. If domestic water and fire flow requirements are not met, then a 1 -inch water meter with a 1 -inch service line is required. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW-THROUGH SYSTEM. Coordinate with Public Works Project Inspector. 63: Conveyance of Public Improvements (water meter box & water service line) shall be signed by the Owner/Applicant as part of the Turnover process; prior to Public Works final. 64: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 65: 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. 66: 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. 67: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 68: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay under PW permit CXX-OXX. Fee based on 69: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of (based on calculation by Senior Transportation Engineer). 70: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public right-of-way. 71: Per City Ordinance no. 2177 new homes within the Allentown Phase 2 Area are required to pay in full the current fee for the King County Sewer capacity charge, and bring proof of payment to the City's Permit Center prior to Public Work's final inspection approval. 72: Finished floor of House shall be at least one (1) foot above the Allentown flood prone elevation. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 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 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 5070 SANITARY SIDE SEWER 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 0 0 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM CITY OF TUKT,t,.A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit No.Di(g ro mi Project No.: Date Application Accepted: d I lit1Ti Date Application Expires: 1 yE. 1 (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 p, Site Address: King Co Assessor's Tax No.: c)/ :7 q o 24/6 11-3-0•f 25 S 14— PROPERTY OWNER Name: J T .774.., Name: Address: City: F --toot,/ j State: /`� Zip: fia 2.3 Phone: 206 -q23--�-Q Address: City: '72.,,6/7",0 State: C,y: State: Zip: Zip: CONTACT PERSON - person receiving all project communication' Name: Company Name: 64,, ,,/C, T .774.., Address: 249 7 q 2 clerk $' Address: City: F --toot,/ j State: /`� Zip: fia 2.3 Phone: 206 -q23--�-Q State: City: '72.,,6/7",0 State: Zip: one: Zip: Fax: Fax: Email: ea,.._,./ / c --D ,4_ GENERAL CONTRACTORINFORMATION Name: Company Name: 64,, ,,/C, T .774.., Address: 249 7 q 2 clerk $' City:f3 tick leti 104zC. State: L .- Zip: 7 g cy City: F --toot,/ j State: /`� Zip: fia 2.3 Phone: 206 -q23--�-Q State: Contr e,y,„1.pi_ t�ix�010ExpDate: '72.,,6/7",0 Tukwila Business License No.: 0 W76y7 City: ARCHITECT OF RECORD Name: Company Name: 5' =-4-S'P Company Name: Address: 2.2_7; q 5,.`".....,i'2_ p / City:f3 tick leti 104zC. State: L .- Zip: 7 g cy Architect Name: Email: s'gict e y on.ee/r4 Con&ea7, /'£'t State: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Name: Company Name: 5' =-4-S'P Engineer Name: /., y1 es, eN v ` /z Address: 2.2_7; q 5,.`".....,i'2_ p / City:f3 tick leti 104zC. State: L .- Zip: 7 g cy Phone::360_,g6/o Fax: — Email: s'gict e y on.ee/r4 Con&ea7, /'£'t LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: 'r- Address: City: State: Zip: H:\Applications\Porms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bb Page 1 of 4 eurz) PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 25?? v Scope of work (please provide detailed information): Ive&i 9» S DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 1st floor 1 2Z5 2"d floor /6 QG Garage, carport ■6 3 Z Deck — covered ■ uncovered ■ Few( par / 3 Total square footage 35 93 T 0 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: Value of mechanical work $ r' f furnace <100k btu thermostat emergency generator PLUMBING: fuel type: ❑ electric Z gas appliance vent ventilation fan connected to single duct wood/gas stove water heater (electric) other mechanical equipment Value of plumbing/gas piping work $ bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) water heater (gas) bidet floor drain 1 sink lawn sprinkler system H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh I 3 r clothes washer 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. TER DISTRICT ...Tukwila ❑ ... Water District #I25 ❑ .. Highline 0 ...Letter of water availability provided SEWER DISTRICT Tukwila 0...Valley View ❑ .. Renton ❑ ...Sewer use certificate D...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. 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") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑ ... Hold Harmless — (SAO) ❑ ...Bond 0 .. 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 Cubic Yards 0 .. Work In Flood Zone ❑ ...Total Fill Cubic Yards 0 .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Trench Excavation ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Utility Undergrounding O ...Frontage Improvements ❑ .. Pavement Cut ❑ .. Backflow Prevention - Fire Protection ❑ ...Traffic Control ❑ .. Looped Fire Line Irrigation 0 ...Permanent Water Meter Size " WO # ❑ ...Residential Fire Meter Size " WO # ❑ ...Deduct Water Meter Size Domestic Water ❑ ...Temporary Water Meter Size " WO # ❑ ...Sewer Main Extension Public ❑ -or- Private 0 ❑...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 number of public fire hydrant(s) ❑ ...water❑ ...sewer ❑ ...sewage treatment MONTHLY SE VICE BILLING//__TO:/ Name: CSV I- (%cif h'4 • Da_y/-Telephone: Mailing Address: .°2-9 �� �Q�Ar ar a 1 i96r Y City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing 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 3 of 4 AWLICABLE TOALL PERMITS IN THIS A 1. PERMIT APPLICATION `NOTES'-ICATION — 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. I 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 OWN R AUTH RIZED AGENT: Signature: /71—/ -/71—/ -Date: / V`g Print Name:( Day Telephone: Mailing Address: v �` ✓ 2' a 4Z/te k' 14 9 br�2 City H:Wpplications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh 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 PROJECT NAME Cot> 1 GA (Lo'f� ) PERMIT # / Z s'!o8 5k PL S ) 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. 'I S - ool 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but Tess D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) category: $250 (1) 300 ?So/7o j2`50o 2�0 ! �o";O0 i /0 5.7 5 than $200,000 of A. 5. Enter total excavation volume 120 cubic yards 3O Enter total fill volume cubic yards $ 1 5- = (4) Use the following table to estimate the grading plan review fee. Use the reater 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 Ou $ 3 - TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION 50 (1+4+5) $ `-41- (5) 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, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 02/21/17 1 J 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 $ I (6) $ (7) 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. 0 $ �`�' — (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51-100 $37.00 101— 1,000 $37.00 for lst 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1' 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. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 02/21/17 2 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* 112S D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ 14 2}� (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ (i . ij4' °- E. Allentown/Foster Pt Sewer (Ord 2177) $ ` 2o/ g -ca o. F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ 10/3t' I. Other Fees $ 16 ob S C,4et4. 1410C.U t C6 Total A/through I $ i . 34t - (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 9 9 5 2 53 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 ✓ $6005 $6630 -' 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 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $142,056.19 D18-0054 Address: 12553 51ST PL S Apn: 0179002410 $47,369.86 1 INCH $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 $4,173.34 PERMIT FEE R000.322.100.00.00 0.00 $4,168.84 WASHINGTON STATE SURCHARGE 6640.237.114 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 R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,420.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $157.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $157.50 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $54.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 SEWER SERVICE FEE $20,400.00 SEWER ALLENTWN/RYAN/FOSTER PT R402.379.004.00.00 0.00 $20,400.00 TECHNOLOGY FEE $241.09 TECHNOLOGY FEE R000.322.900.04.00 0.00 $241.09 WATER SERVICE FEE $11,216.05 WATER ALLENTWN/RYAN/FOSTER PT R401.379.004.00.00 0.00 $11,216.05 D18-0055 Address: 12557 51ST PL S Apn: 0179002425 $47,315.24 1 INCH $7,130.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $950.00 Date Paid: Thursday, May 10, 2018 Paid By: CARY LANG CONSTRUCTION Pay Method: CHECK 25517 Printed: Thursday, May 10, 2018 11:52 AM 1 of 3 L1 t:' '" SYSTEMS Cash Register Receipt City of Tukwila Receipt Number R14465 DESCRIPTIONS ACCOUNT PermitTRAK QUANTITY PAID $142,056.19 D18-0055 Address: 12557 51ST PL 5 Apn: 0179002425 $47,315.24 1 INCH $7,130.00 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 $4,121.32 PERMIT FEE R000.322.100.00.00 0.00 $4,116.82 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 R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,420.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $157.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $157.50 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $54.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 SEWER SERVICE FEE $20,400.00 SEWER ALLENTWN/RYAN/FOSTER PT R402.379.004.00.00 0.00 $20,400.00 TECHNOLOGY FEE $238.49 TECHNOLOGY FEE R000.322.900.04.00 0.00 $238.49 WATER SERVICE FEE $11,216.05 WATER ALLENTWN/RYAN/FOSTER PT R401.379.004.00.00 0.00 $11,216.05 D18-0071 Address: 12567 51ST PL5 Apn: 0179002464 $47,371.09 1 INCH $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 Date Paid: Thursday, May 10, 2018 Paid By: CARY LANG CONSTRUCTION Pay Method: CHECK 25517 Printed: Thursday, May 10, 2018 11:52 AM 2 of 3 • .'. SYSTEMS / 1 f� Cash Register Receipt City of Tukwila Receipt Number R14465 DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $142,056.19 D18-0071 Address: 12567 51ST PL S Apn: 0179002464 $47,371.09 1 INCH $7,130.00 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 $4,497.01 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $157.50 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $157.50 PERMIT FEE R000.322.100.00.00 0.00 $4,177.51 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 R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,105.38 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $54.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 SEWER SERVICE FEE $20,400.00 SEWER ALLENTWN/RYAN/FOSTER PT R402.379.004.00.00 0.00 $20,400.00 TECHNOLOGY FEE $233.65 TECHNOLOGY FEE R000.322.900.04.00 0.00 $233.65 WATER SERVICE FEE $11,216.05 WATER ALLENTWN/RYAN/FOSTER PT R401.379.004.00.00 0.00 $11,216.05 TOTAL FEES PAID BY RECEIPT: R14465 $142,056.1 9 Date Paid: Thursday, May 10, 2018 Paid By: CARY LANG CONSTRUCTION Pay Method: CHECK 25517 Printed: Thursday, May 10, 2018 11:52 AM 3 of 3 ' ._° FRFSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $6,084.96 D18-0071 Address: 12568 50TH PL S Apn: 0179002464 $2,965.38 DEVELOPMENT $2,715.38 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,715.38 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 D18-0072 Address: 11811 44TH AVE S Apn: 3347400555 $2,869.58 DEVELOPMENT $2,619.58 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,619.58 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PW18-0037 Address: 12567 51ST PL S Apn: 0179002435 $250.00 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 ProjectTRAK $539.70 PRE18-0008 Address: 15221 51ST AVE S Apn: 2223049072 $539.70 PRE -APP $514.00 APPLICATION FEE R000.345.810.00.00 0.00 $514.00 TECHNOLOGY FEE $25.70 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R13998 R000.322.900.04.00 0.00 $25.70 $6,624.66 Date Paid: Wednesday, March 14, 2018 Paicl By: CARY LANG CONSTRUCTION Pay Method: CHECK 25398 Printed: Wednesday, March 14, 2018 11:16 AM 1 of 1 CPR,SYSTEMS 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 013- 0071 Project, [ ection: f L TffUo�.Ii4 Address: ZZs 7 s1r, �,Date Called: )) Special Instructions: to -i- D Date Wanted: a -m.' 3—/6-- ZO, , Requester: Phone No: Appro c d_ ramble codes. Corrections required prior to approval. COMMENTS: t.(r a iN _ A44r , IfJ i1 I Date: /5- REINSPECTION FEE REQUIRED. Prior to next inspectio . fee must • e 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 ) -obi1 Project: Type of Inspection: Vw . iOCLV Address: 1a5(0-1 Sts` ?l. Date Cal, 3 ed: I \11 Special Instructions: Date Want • --) Req ester: Oax_5-4uc kafkitn Phone No: Approved per applicable codes. a Corrections required prior to approval. COMMENTS: rt/MtJ leNk(AMICA ZE k S OriM t1 & °pie, 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 IV I 00 Project: Co�(G41 - t Type of Inspection: RPFiN,�� A dress: (74-67 c -t 44- Pu Date Called: Special Instructions: Date Wanted: 0 /-7.i ht Kt a equ steer: CA Phone Nd: _-©i) -1t7- - &--r) sS--- Approved per applicable codes. Corrections required prior to approval. COMMENTS: !46r t441)'. Inspector: Date: ©21z (-2-0(q 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 Ir6-0•91t PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ect: e T e of Inspection t„ri,, r/ NCL CV Address: /, 475/ , S. M ,C A macL Special Instructions: L I Date Wanted: —' - �o 19 �� p.m. Requester: Phone No: pproved per applicable codes. Corrections required prior to approval. OMMENTS: PL 1 f‘IlAr 1, -fr-Alf Inspector: `�Date^ / _ 2D n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. I -0671 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: ee 4 Type of Inspection:'' WA- Address:/ Date Called: Special Instructions: LO+ 11 Date Wanted: C '10 — a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Ir- r-- , ,►44e Q u� . t fS - ,4 p �r riaoU Lee/ Inspector: fira Date: �j b _ ze5/ C 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 -007f Projecg , C f s"1---6++ Zi C , Typ J of Inspection: • - . J AN M.LCV+ C4 .ij*UT Address: /2,5'67 5/ #-r R.., ', IBaee{edm- 4 Freimi � �— Special Instructions: Date Wanted: y �"3l- Z.�� m. p.m. Requester: L --Cif. Phone No: 10 Approved per applicable codes. a Corrections required prior to approval. COMMENTS: • fY)4-v►� t - J ,I PYZAI't Date ii/_ZP4 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. r#T INSPECTION RECORD Retain a copy with permit INSPECTION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 NIP -07V Project: 1� i 9)49- Lc71 -' J Type of Inspection �''1'viwy1 P; -An'► i Or7 i/19,0 Addd�ress'/ Address: 1, i sr p1- lG/2-(.54.i4o 61 i s Date Called: 0 _ Date Wanted:! 8-20 -2e24 s�'i CC a.m._ ecia i- 1-0 �� ) OAJ I( tAkt,l1 r _CovalArdt,P; p P.m 5 at .stet l •- Alia 7 pni XIei,ituv= Jf4 P 7 Zaz' C LDS- (i---'-- (A444t4 . P o N _ El Approved per applicable codes. Corrections re for to approval COMMENTS: P; -An'► i Or7 i/19,0 v 0 sffp 4 V5p pie dJ- , 40 , >t3V s Z Mssmit dO cal- DUU Intl ( ) �� ) OAJ I( tAkt,l1 r _CovalArdt,P; p ct4- cfaivUe 12(44c (beAck e3ilti,e" ""all q 14_ L A'a- . in' I r -S 10 14 I'Y\ *14 .Stet at .stet l •- Alia 7 pni XIei,ituv= Jf4 P 7 Zaz' C LDS- (i---'-- (A444t4 . Inspector7W Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 0/1/(55/n ,-muss der al -AOL ateateSi-it,r Ial), INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION D/V-007/ 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: 657-40Type of Inspection: Address: /256)7 5/sr R. 5, Date Called: Special Instructions: /N &T5 AMC A6L.i i"/N /140CI ICAL Date Wanted: —ca/Vai a.m. Irm. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: tf714 kW( siki 64-5- 17,99f eq<X43' /r/A t Inspector: Date: 7'8 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 Da-boi Ptc• 1 o4 ~ Co ' IA, - L D of Inspection: ` �' -r-x) - Address: /2547 5/at PL , C , Date Calle . / �----..„. t Special Instructions: Date Wanted: '7-3/-2-0/ / a.m. p.m. LO+ Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Date: -7.3 / _zo/4 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 DI8-0071 Project: Ty of inspection: S. Ad S, Idr (o /�/ S Da V41/ d✓ Special Instructions: I-0+- b Date Wanted: 1-19 a.m. a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: • IA )71-a-S.,A2•A vg/critell-K InspectoI pe(±, Dat / t /9. 266 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1-6) INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Dig -C:071 i1 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: l9A T specril ' / ` if Address: /2507 5 V I RG. 6. Date Cnll J. iA%rALL- Special Instructions: L..Requester: TPhone Date Wanted: a.m. p.m. No: Approved per applicable codes. COMMENTS: :orrections required prior to approval. roA•& P4AkS 64 -Os 4- 1-i/ 0 �nl 11 /J IS 741 AIo l'L OSJ3 n1Jsf4 cvl---jrAde f \AfroTio PL4-,tJsOD (11_, 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 b -r -i I INSPECTION 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 Pro ect: r 1_ c# Type of Inspection: S� ,/0(31-'G Ad ress: 5Date f.S�o --1c; ►54. pr . s . Called: —1111-4105 Date Wanted: -11h 1 i S m. Special Instructions: Requester: Phone No: Approved per applicable codes. Q Corrections required prior to approval. COMMENTS: Insiltor Dat I 91 n REINSPECTION FEE REQUIRED. Prior to next inspeiction. 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 DI8-007l Pro' ct _t. h w. Type or In�pecti� (�{aliif�" Looe - I`(2._ • ress: 567 3, - Date Called: Special Instructions: . 0_ [ LT DateWanted: �� �� o arr3 . m. Requester: Phone No: D1MENTS: pproved per applicable codes. Corrections required prior to approval. Inspector: L 1f C REINSPECTION / I`(2._ Date:/ _2: ,6‹,- ( 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 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: _ 1 r dn-l-0 Type of Inspection: SSS Address: l3-SLL'7 51st,p►.s . Date Called: ((1al) l$ Special Instructions: Date Wanted: a.m. 1 Requester: t DPkv. s kLE Phone No: y,s"-- y?k--6 x'71 Approved per applicable codes. tl Corrections required prior to approval. COMMENTS: Inspector:, , , f` toi Date: n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Co Lo 1) (0'721($ 12So Si PL.- S a- a lat q 9JA. _1A ` 00 L .ivy-cwt t_ ate- --_ tr I io` ys 11\10 IS LF LM i+0u-SSS _re* Te- 4P 4o kicj 4 Telttl- G�(ltf lS} (o G4-y ul0 INSPECTION RECORD Retain a copy with permit Jl g'' 0071 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 Pro a ,yyl— Typ of I�nspection: / , Lit—& -;‘,.....S Address: 6T it s Date Called: Special Instructions: Lo bRequester: Date Wantedr• V ") 7"zoiir a.m. p.m. Phone No: Approved per applicable codes. 0 Corrections required prior to approval. ilirvi COMMENTS: re,0 civr-t-tv\i Inspector: Date:/ — !� — ZO/r 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) 431-2451 W-0011 Project: Cod i 5 n Lok- b Type of Inspection: Address: l -S (o"1 c 5 t'PL 5. Date Ca ed: 18 l 1 ` Special Instructions: Date Wane Col �m. nikv. Requester: `, a� Phone No: Approved per applicable codes. Ll Corrections required prior to approval. COMMENTS: 614 b t,,,r U Inspedtor: Date: �IigIIaO REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. l.% INSPECTION RECORD Retain a copy with permit DI' t07/ 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: /t�cI. t c,.4 Type Qfjnspect1 FD C% f ti WildC/ Address: (f izs�7 51 PL. do. Date Called: �J Special Instructions: MO V\O -PQK'4r Date Wanted: 6- to'40%ir c.�a. p.m. Requester: Phone No: Approved per applicable codes. COMMENTS: Corrections required prior to approval. (Motop F,L.01.46A-1,9, WA -us -4croe40 Inspector: p REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTIQN RECORD Retain a copy with permit t 7 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:0( / ' ')t) 6, Sprinklers: Type of Inspection: ,.= rove--✓ Address: P c6 Suite #: - `� 9— �/) ,� Contact Person: Special Instructions: Pre -Fire: Phone No.: l‘roved per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: - Sprinklers: /� 5 Fire Alarm: Hood & Duct: `; Monitor: Pre -Fire: 4 Permits: Occupancy Type: Inspector: AA C 4/ Date: '<`, -) /� 5 Hrs.: / t $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 On Site Storm Maintenance Agreement For King County Parcel: #017900-2450 Address: 12567 5151 PI S. Tukwila, WA 98168 Owner of 12567 5151 PI S, Tukwila, does hereby agree to clean out the catch basin annually as needed beginning 2/1/19. Subsequent owners shall incur responsibility. Signed: Cary Lang, Owner State of WA County of I certify that I know or have satisfactory evidence that Cary Lang is the person who appeared before me, and said person acknowledge that he signed this instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as the President of Cary Lang Construction, Inc., a Washington Corporation to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. Dated: p 1 ) 3 6 ►9 Name: Notory Public in and for the State of Residing at: My appointment expires: • 7 i -00-x/ BACKFLOW PREVENTION ASSEMBLY TEST REPORT Water Purveyor. TUKWILA WATER DEPARTMENT FILE # SCHEDULE CODE AUTHORIZED TESTER FACILITY NAME New home, built by. Cary Lang Construction Inc Commercial ® Residential❑ SERVICE ADDRESS 12567 51st Place S O.I., Tukwila zip 98178 CONTACT NAME `len Lang PHONE (253) 740-3332 FAX ( ) ASSEMBLY LOCATION Garage - Back Wall HAZARD FIRE SUPPRESSION - LOW DcvA ® RPBA❑ PVBA ❑ AG ❑ OTHER NEW INSTALL ® EXISTING 0 REPLACEMENT ['OLD SER. # PROPER INSTALLATION? YESANO❑ MAKE OF ASSEMBLYAMES MODELB SERIAL NO.39782 SIZE 1 yr INITIAL TEST PASSED f FAILED ❑ CHECK DCVA1RPBA DCVA/RPBA ADM OPENED AT #1 CHECK AIR GAP OK? PSID A PSID VALVE NO.1 CHECK VALVE NOS AIRiINLET OPENED AT LEAKED ❑ n . 2- PSID LEAKED ❑ 1•9 PSID PSID DID NOT OPEN ❑ NEW AND REPAIRS CLEAN REPLACE PART ❑ElHELD CLEAN REPLACE PART CLEAN ❑ REPLACE PART CHECK VALVE AT PSID • ■ ❑ ❑ LEAKED ■ • ❑ CLEANED REPAIRED IN❑ ❑ TEST AFTER REPAIRS PASSED ❑ FAILED 0 LEAKED ❑ PSID LEAKED ❑ PSID OPENED #1 CHECK AT PSID AIR INLET PSID PSID PSID CHK VALVE AIR GAP INSPECTIONI: Supply Pipe Diameter1�+^4 " Separation " Paas❑ Fait❑ ?Cie REMARKS: ?C rp 4-esf, sk f -o t Jtic 1 42 Leier. LINE PRESSURE 13g PSI OZ'S . kell4r4eP o O43IntiI O1'E rtle . LL'4- CMcct31 fr CONFINED SPACE? N TESTER SIGNATURE: CERT. NO. B6620 DATE 1-29-19 TESTER NAME PRINTED: Matt Bucknam, Backflow VIP TESD PHONE # ( 253) 987-9777 REPAIRED BY: DATE FINAL TEST BY: CERT. NO. DATE CALIBRATION DATE 7/17/18 MAKE/MODEL Mid -West 845 GAUGE it 07170759 Iewe dM,shiswr ft is war" awl/ Mahe wed WAC ?I64,949! rewwdsarsaedialsae satgr¢rwesa f. ici c 1 9 f' .i 1,, S.3.;' toX. \ X3©a si 1+t 4i!'1 - i , 4 ,, 0 2-kQ > -TA t) f 11 qTh T T> CP Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information L2-2825 raw? tr, 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-Valuea U-Factora Fenestration U-Factorb n/a 0.30 Skylight U -Factor n/a 0.50 Glazed Fenestration SHGC" n/a n/a Ceilingk 49' 0.026 Wood Frame Wall9.`" 21 int 0.056 Mass Wall R -Value' 21/21" 0.056 Floor 30g 0.029 Below Grade Wall`"' 10/15/21 int + TB 0.042 Slab° R -Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Date REVIEWED FOR CODE COMPLIANCE APPROVED MAY 0 9 2018 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 0 Dwelling units Tess 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. 12. 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. 0 3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. 0 4. Additions Tess than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s la Efficient Building Envelope la 0.5 1b Efficient Building Envelope lb 1.0 lc Efficient Building Envelope lc 2.0 1d Efficient Building Envelope ld 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 ❑ CITY OF TUKWILA RECEIVED 0 O MAR 1 4 2018 0 ❑ PERMIT CENTER 1.0 0 0 0 0 2 *1200 kwh 0.5 1.5 0.0 3.50 DM 001 Table R402.1.1 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. f 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 L2-2825 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 0.20 Ref. U -factor ENTRY 1 0.28 DEN 0.28 DEN 0.28 KITCHEN 3 0.28 UTILITY 2 0.28 NOOK 6 0.28 GREAT ROOM 0.28 UPPER ENTRY 0.28 UPPER ENTRY 1 0.28 MEDIA ROOM 6 0.28 BEDROOM 3 6 0.28 BATH 0.28 BEDROOM 2 0.28 PLAYROOM 2 0.28 MSTR BATH 2 0.28 MSTR BATH 6 0.28 MASTER BEDROOM 6 0.28 5 4 1 1 6 3 1 5 4 1 6 4 1 4 4 1 2 2 1 8 5 6 Width Height Qt. Feet Inch Feet inch 1 3 6 8 Width Height Qt. Feet Inch Feet Inch 1 1 8 1 6 6 3 2 2 1 6 4 1 2 4 1 6 6 2 6 6 1 2 6 2 2 2 1 6 5 6 1 5 4 1 1 6 3 1 5 4 1 6 4 1 4 4 1 2 2 1 8 5 6 Area. UA 20.0 4.00 0.0 0.00 Area UA 8.0 36.0 12.0 24.0 8.0 36.0 72.0 12.0 8.0 33.0 20.0 4.5 20.0 24.0 16.0 4.0 44.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.24 10.08 3.36 6.72 2.24 10.08 20.16 3.36 2.24 9.24 5.60 1.26 5.60 6.72 4.48 1.12 12.32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.001 0.00 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 0.0 0.00 0.0 0.00 381.5 106.82 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 0.0 0.00 0.00 401.5 110.82 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 L2-2825 Contact Information Heating System Type: 0 At Other Systems 0 Heat 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 Single Rafter or Joist Vaulted Ceilings. Instructions Select R -Value :. Above Grade Walls (see Figure 1) Instructions Floors Instructions R-21 Intermediate Below Grade Walls (see Figure 1) Instructions Slab Below Grade (see Figure 1) Instructions Slab on Grade (see Figure 1) Instructions 'l Select R -Value Location of Ducts Instructions _... Unconditioned Space Design Temperature Difference (eT) AT = Indoor (70 degrees) - Outdoor Design Temp 2,825 8.5 46 Conditioned Volume 24,013 U -Factor X Area = UA 0.30 U -Factor 0.50 382 X Area 114.60 UA U -Factor X Area = UA 0.026 1,791 46.57 U -Factor No selection X Area UA U -Factor X Area UA 0.056 2,668 149.41 U -Factor X Area UA 0.025 U -Factor No selection 1,790 X Area F -Factor X No selection F -Factor No selection Sum of UA Length X Length Duct Leakage Coefficient 1.10 Envelope Heat Load Sum of UAX AT Air Leakage Heat Load 11,929 Btu / Hour VolumeX 0.6X ATX.018 Building Design Heat Load 28,274 Btu / Hour Air Leakage e Envelope Heat Loss Building and Duct Heat Load 31,102 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 43,542 Btu / Hour Balding and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump 44.75 UA UA UA 355.32 16,345 Btu / Hour (07/01/13) FILE STRUCTURAL CALCULATIONS FOR THE CARY LANG CONSTRUCTION RESIDENTIAL PROJECT REVIEWED FOR CODE COMPLIANCE APPROVED MAY 092018 City of Tukwila BUILDING DIVISION Plan LS2-2825-3 February 14, 2018 Job No.: 13-023 Location: Parcel D, 51st Place South Tukwila, Washington Copyright 2018, SEGA Engineers RECEIVED CITY OF TUKWILA MAR 1 4 2018 PERMIT CENTER SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292'd PL (360) 886-1017 Black Diamond, WA 98010 STATEMENT OF WORK SEGA Engineers was asked to provide a lateral loads analysis, shear wall design, review of major framing members and foundation, and drawing red -lines for a two-story wood framed single family residence. The roof framing is manufactured trusses, the floor framing is 2x dimensional or wood I -joists, and the foundation is typical concrete strip footings with a crawl space. The application and use of these calculations is limited to a single site referenced on the cover sheet. The cover sheet should have an original signature in blue ink over the seal. The attached calculations may or may not apply to other sites and the contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact SEGA Engineers for use at other sites. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amount of the total fee received by SEGA Engineers. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE/SE SEGA Engineers SEGA Engineers, Project LS2-2825 / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Job No. 13-023 By: GAT Checked Date: 03/09/17 Sht 1 Design Criteria International Building Code (IBC), 2015 LOADS Roof DL 15 psf LL 25 psf Floor DL 12 psf LL 40 psf Wind Risk Category II Design Wind Speed 110 mph MO Kn 1.00 Exposure B Seismic Design Category D SDS 1.00 Response Factor 6.5 Cs= 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf SEGA Engineers, / Structural & Civil Consulting Engineers Project LS2-2825 Job No. 13-023 By: GAT 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Checked Date: 03/15/13 Sht Z LOADS ROOF DL LL FLOOR Roofing (Comp) 3.5 psf 1/2" OSB 1.8 2x @24" 3.5 Insulation 1.1 5/e" GWB 2.8 Misc. 1.5 14.2 psf Snow, Pt 25 psf Reduction, Cs 0.00 8/12 pitch = 34 deg Total Roof Load 39.2 psf (115% Load Duration) (Ct = 1.1, other surfaces) DL Flooring 0.5 psf 3/4" Plywood 2.3 2x12@16"oc 3.3 5/8" GWB 2.8 Misc. 1.5 10.4 psf LL Residential 40 psf Total Floor Load 50.4 psf DECKS DL 2 x Decking 4.3 psf 2x10@16"oc 2.8 Misc 1.5 8.6 LL WALLS Residential-49-psf Total Deck Load 68.6 -4&6 psf DL Siding 3.5 1/2" Plywood 1.5 psf 2x6@16"oc 1.7 Insul 0.6 1/2" GWB 2.2 Copyright 2013, SEGA Engineers 9.5 psf SEGA Engineers PROS / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 l~SZ- W JOB NO. !'S, -0Z3 FIGURED BY G kr CHECKED BY DATE t4 SHEEt' . OF sA j5v.i a G,i•teditAt c &I-0(5566 f0dkF+• (0.440 Ir ! VI 0* pZ: (3-..)( 49,N0)(11) (4)4 I ` J l 4'l ( ) i' 0)(40,1',0,.)(4? 7, ZZ SitVA= .t (944)-Cus-61. i4 '►F V S' \" /) / 714 Si/z.,t &L4 -51h, flit I,.✓L jt. P' kap+.. 1301 & 6-E- Zinn i IA) )" lqiK'YS+ I4•gi lit 'i �' q. M = (/2 l i e) C e r 2-w LJZ.. t Sj )(2040111411)1. it) ` ,cdf•/,i" 4 3v#1r 5/akll'rr 4 i0, 45( /1 )( = 3) 0 0 osk,,„Z uo 73m. +e- G-61 F - 3 ant. w (z� 1SFO0 ��c,& f 1/4)/_4opycV: v �E( Vh/Pt) =ittg /, n_ = 44 le gd” 0A_ SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 )-111 -c j11000-, k'chac �3L )(dapt) = r 1'{ (14, l ( Pr) C0(L) s-(4) (4,7J1 (' ')C ) zl 79,4 13„;) (3•S')(o. ( G� ` Sjk qr/Z JOB NO. LSL— Z`6ZC 1 s - d tri FIGURED BY (;k• CHECKED BY DATE " AI SIM' 4' OF d . zrivi•,f =2r3A 0.(013( %(Jb 3 r,II tfo HSfik e_1\J° t2.1' " A\ CSD /it) ttoopL- A�z�C p1 4)// 1-11' I i� � 4 p,) (�-{,� � ` t1.� � ` J►\ (4 X + (17,)(411J0(4)111) ' Z � 638-&1* 0-'2-7/, '"',� _3z C €)t e:Is`) - - oo �.,� 4-1S pie M= Lb- Ln( (sif0 - tit i2')LZv'' 1114) t- t.1)1a ',•• 511xXi�-f s t M / £`14x)1 4 v -Il 4/5 Ca et -4i (141204t.s9t ek 'cto= w- .. css,,y9- ZVplr w1 r1 = (o,7,11<1r4)(/ s`)'' = (so Type ce zt4/41) : '1 ©r (0,17-i1:"Ie.A/02 1/TOD Copyright 2014, SEGA Engineers 534 140' /rpt eL SEGA Engineers/ Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project LS2-2825 Job No. 13-023 By: GAT Checked Date: 09/17/13 Sht. LATERAL LOADS - (Alternate ASD) SEISMIC Maximum Base Shear, V = F Sos W R where, F = 1.1 Two -Story Building Sos =1.00 Ss = 1.5 Fa = 1.00 R = 6.5 Table 12.14-1 W = Seismic Weight For W: Wroor = Moor = Eq. 12.14-11 (Table 11.4-1, S > 1.25) (55ft) (32ft) (16psf)+ (2) (55ft+ 32ft) (4.Oft) (9.5psf) = 35kips (55ft) (34ft) (14psf)+ (2) (55ft+ 34ft) (8.5ft) (9.5psf) = 41 kips W total = 755 ki Design Base Shear , V = ( .169) (75 kip) = 12.7 kip E = 12.7 kip = 9.1 kip 1.4 WIND Design Wind Pressure, ps = Ku ps3o Eq. 28.6-1, Sect. 28.6.3 where, = 1.00 0 -15 ft Exposure B Figure 28.6-1 = 1.00 = 1.00 = 1.00 20 ft 25 ft 30ft Kr = 1.00 Section 26.8 p� = 17.7 psf 110 mph Figure 28.6-1 (ASD) Po -15 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) Pp = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P25 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P30 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) Design Base Shear: (Wind) Vv.= (55ft) (10ft) (17.7psf) + (55ft) (5ft) (17.7psf) + (55ft) (5ft) (17.7 psf) + (47 ft) (5ft) (17.7 psf) =23.6 x 0.6 = 14.2 kips Therefore, Vis= (41 ft) (10ft) (17.7psf) + (35ft) (5ft) (17.7psf) + (32ft) (5ft) (17.7 psf) + (12 ft) (5ft) (17.7 psf) =14.2 x 0.6 = 8.5 kips Wind Loads Govern for Lateral Design - Front/Back Seismic Loads Govern for Lateral Design - Side/Side Copyright 2013, SEGA Engineers SEGA Engineers / Project LS2-2825 / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Job No. 13-023 By: GAT Checked Date: 03/15/13 Sht. LATERAL LOADS - (cont'd) Distribute Seismic Loads Over Height Maximum Base Shear, V = 9.1 k Fx = w, V (Eq. 12.14-12) w F,f= (34.8) (9.1 k) = 4.2 kip ( 75.3 ) Fes= (40.6) (9.1 k) = 4.9 kip ( 75.3 ) F„= 9.1 kip Copyright 2013, SEGA Engine= SEGA Engineers PROJECT L sz - Zeas- / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 JOB NO. ) -02.3 FIGURED BY Clot. CHECKED BY DATECNSjj, SHEET cppF 474S> \44L- ' VA..= Vttr)(10.dirni-tv4 43.°)14x9(P0.4s _ a A---5° = �,�GO'iS'�I Z'S'jrts c Vr--7° 314,0 + ( (id )C/°";M' L0l4141. 310"- M 10. fir►. 'L' Z V12,7* 1./10elb I' l 14- +4-s t ZO' Sr - Z3 ,(,(,o /7'` /IV' X'414RP' VP= 65144* ><ti it Lk' :We 4/40,44, : ZI is -r). Copyright 2013, SEGA Engineers 1' rL 1,. DV:1 tx'r,tr `i' 6110-1•1- SEGA EngineersPRo JECT / Structural & civil Consulting Engineers L52 - 7,4z.0 JOB NO. 43 -0Z FIGURED BY 4..- 22939 SE 292nd Place Black Diamond, Washington 98010 CHECKED BY SHEET l OF DATEMT� (360) 886-1017 lJ v ....CNrckg— Wo-.. 4D6-0 (Ga/yr. J _ 1414ft. lea'- '. ; ' r..4'2e Z /0» ���� q� esz+'iw5, L sd't� Ew),!� fave v17. 3 3z." C \C 1 dDf Jo. ¢ n = Z,4 -44h 14°'°P r 4-47z. .1. /Ceti& —SH6% W.4 -cc 1' 4 U,,(( 2` 4,z z1tk- S,t-Wt7t /,_',� ` 34,E z,Ioo#l3as, pc* I� gAckgvu V - 2PK 4' L1 s'1� E4'r3- 3,/t I ICI f{ 111.'` 1/1/ kiiktt- 415 VP 441 -2,4 : Z► kotl/u,i i11?4- Copyright 2013, SEGA Engineers o›. ttiv ye pLF x x 1 °1' -(lrrv- ZU N0 SEGA Engineers / PROJECT, / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 --Ctirdfic 144u- A -'1'6N %oa,-r eft= z,1t 3.s't 3'41': rt 4,00 D • V." 2 +1k Ll �-,� �,��� 3,4i14 Z'tZ't 31,-S =/oa (J� 1'411°40 I � = 1 Copyright 2013, SEGA Engineers JOB NO. L.Sz-2Qzs / 3�OZZ FIGURED BY [; CHECKED BY DATE %S ,5 SHEET II OF 1744'' 1.674 +4360-f .¢ 3'10 17 I 1744'' 1.674 +4360-f -SEGA Engineers /Structural & Civil Consulting Engineers PROJECT L52-2825 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. (380) 888-1017 • FAX 888-1018 13-023 FIGURED BY GAT CHECKED BY DATE 01/25/12 SHEET J OF 9 SHEAR WALL SCHEDULE Mark Minimum Sheathing (1) Sheathing Nailing (1) Anchor Bolts (3) Remarks (4) VI> E> 1/2' OSB or CDX 1/2' OSB or CDX 1/2' OSB or CDX See Detail 8d @ 6" o.c. 8d @ 4" o.c. 8d @ 3" o.c. 12/S2.0 for Construction I 5/8" © 60" o.c. 5/8' @ 32" o.c. 5/8" @ 16" o.c. QaII = 230 plf QaII = 350 plf QaII = 450 plf Use minimum 3x studs at abutting panel edges and stagger nails. Notes: 1) All walls designated "1>" are shear walls. Exterior walls shall be sheathed with rated sheathing (24/0, OSB or CDX) and nailed at all panel edges (Blocked) per schedule (uno). Nailing at intermediate framing to be at 12" oc. Nailing not called out shall be per IBC Table 2304.9.1. 2) Holdowns and other framing hardware by Simpson or equal to be used per plan. Ends of shear walls shall use double studs minimum (UNO). 3) Use minimum of (2) bolts per sill piece with one bolt located not more than 12" nor less than 5" from each end of the piece. Embed bolts a minimum of 7" into concrete. 4) Allowable Toads are permitted to be increased by 40% for wind design in accordance with IBC Section 2306.3. r s s Geotechnical Engineering Report 51st P1 S Development FILM 125XX 51st P1 S Tukwila, Washington P/Ns 0179002410, 0179002425, 0179002430, 0179002435, 0179002464, 0179002450, 0179002501, 0179002255, 0179002251 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 092018 • City of Tukwila BUILDING DIVISION RECEIVED MAR 15 2018 TUKWILA PUBLIC WORKS February 19, 2018 prepared for: Cary Lang Construction Attention: Cary Lang 29815 24th Ave SW Federal Way, Washington 98023 prepared by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MGI Project P1175 -T18 RECEIVED CITY OF TUKWILA MAR 1 4 2018 PERMIT CENTER v1(64. 1161I 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 4 3.3 Groundwater Conditions 4 3.4 Infiltration Conditions and Infiltration Rate 4 3.5 Seismic Conditions 5 3.6 Liquefaction Potential 5 4.0 CONCLUSIONS AND RECOMMENDATIONS 6 4.1 Site Preparation 6 4.2 Spread Footings 8 4.3 Slab -On -Grade -Floors 10 4.4 Asphalt Pavement 10 4.5 Structural Fill 11 5.0 RECOMMENDED ADDITIONAL SERVICES 13 6.0 CLOSURE 13 List of Tables Table 1. Approximate Locations and Depths of Explorations 2 Table 2. Laboratory Test Results for Non -Organic Onsite Soils 5 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 -3 A -2...A-4 APPENDIX B Laboratory Testing Results i MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 February 19, 2018 Cary Lang Construction 29815 24th Ave SW Federal Way, WA 98023 Attention: Cary Lang Subject: Geotechnical Engineering Report 51st PI S Development 125XX 51st P1 S Tukwila, Washington P/Ns 0179002410, 0179002425, 0179002430, 0179002435, 0179002464, 0179002450, 0179002501, 0179002255, 0179002251 MGI Project P1175 -T18 Dear Mr. Lang: Migizi Group, Inc. (MGI) is pleased to submit this report describing the results of our geotechnical engineering evaluation of your proposed residential developments 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 nine adjacent, undeveloped residential parcels located towards the southern terminus of 51st PI S, towards the southeast corner of the Allentown neighborhood of Tukwila, Washington as shown on the enclosed Topographic and Location Map (Figure 1). The parcels are largely located along the west side of 51St PI S, between this roadway and 50th PI S. Two smaller parcels, however, are located along the east side of the roadway; directly adjacent to its southern terminus. Preliminary design information provided to us indicates that these nine parcels will be consolidated into six developable residential lots; with five being located along the west side of 51st P1 S, and one along the east side. The proposed lot configuration is indicated in the attached Figure 2; with the lots being designated as Lot A through Lot F. The subject properties encompass a total area of 0.98 -acres. Page 1 of 13 Cary Lang Construction - 51st PI S Development, 125XX 51St PI S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 Improvement plans involve the clearing/stripping of the subject properties, and the construction of a single-family residence within the confines of each residential lot. To provide access to the southernmost of these lots, 51st P1 S will also have to be extended, which, as we understand, will be implemented as part of this development. 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on January 4, 2018. Our exploration and evaluation program comprised the following elements: • Surface reconnaissance of the site; • Three test pit explorations (designated TP -1 through TP -3), advanced on January 4, 2018; • One grain -size analysis performed on a soil sample collected from our subsurface explorations; and • A review of published geologic and seismologic maps 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 TP -3 North end of the project area, between Lots A & B South end of project area, between Lots C & D East side of 51St PI S, center of Lot F 10 10 10 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. Migizi Group, Inc. Page 2 of 13 Cary Lang Construction — 51st P1 S Development, 125XX 51st PI S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 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 dassified visually in general accordance with the system described in Figure A-1, which includes a key to the exploration logs. Summary logs of our explorations are included as Figures A-2 and A-4. 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 nine adjacent, undeveloped residential parcels located towards the southern terminus of 51st P1 S, towards the southeast corner of the Allentown neighborhood of Tukwila, Washington. Preliminary design information provided to us indicates that these nine parcels will be consolidated into six developable residential lots, designated Lot A through Lot F. These individual lots will have an areal extent which ranges from 6,500 - 8,612 sf. The project area is located northeast of a southwesterly bend in the Duwamish River, with the subject properties being as close as ± 200 feet to the waterway. The space located immediately within this bend is occupied by Codiga Park. The project area is bound on the south and west by 50th P1 S, on the north by developed residential sites, and on the east by the large BNSF Intermodal property. Lot F, the only lot proposed along the east side of 51st PI S, is the only lot which shares an immediate border with the BNSF property. This border is marked by a shallow ravine, which contains a seasonal ancillary stream that feeds the Duwamish River from upland properties further to the northeast. This ravine is approximately 10 to 12 feet deep and contains localized gradients of 50 to 60 percent. It's apparent through field and soil observations across this region that this slope proponent is manmade and resultant from extensive fill placement observed across the project area. Given the fact that it is manmade, it is also exempt from developmental restrictions related geological hazards, as imposed by county and/or municipality regulations. We recommend that foundation elements for the residential structure proposed within Lot F maintain a minimum structural setback of 15 -feet from the edge of this slope break. The remainder of the project area is relatively level, with minimal grade change observed over its extent. The area between Lot D and Lot F, occupied by the right-of-way of 51st PI S, forms a small knoll, sitting approximately 5 to 10 -feet higher than that of adjacent grades. This region will be leveled out during grading for the extension of 51St P1 S. At the time of our site visit, it was apparent that the project area had recently been cleared, with scattered stockpiles of organic materials being present across the subject properties. Vegetation consisted primarily of tall grasses and blackberry bushes, with scattered thin deciduous trees also being present. Migizi Group, Inc. Page 3 of 13 Cary Lang Construction — 51St P1 S Development, 125XX 51St P1 S, Tukwila, WA February 19, 2018 Geotechnical Engineering Report P1175 -T18 No hydrologic features were observed on site, such as seeps, springs, ponds and streams. As noted above, a seasonal ancillary stream channel is present immediately offsite to the east. 3.2 Soil Conditions Our test pit explorations revealed relatively consistent subgrade conditions across the project area, generally consisting of a variable amount of fill material overlying native, alluvial soils, deposited by the nearby Duwamish River; with the project area being located within its archaic flood plain. Fill material was encountered at surface elevations in all three of our test pit explorations, extending to depths of 4 to 5 feet across the west side of the project area (TP -1 and TP -2), and upwards of 10 feet within the center of Lot F (TP -3). Fill material was generally encountered in a medium dense in situ condition and was comprised of gravelly silty sand with some asphalt and/or concrete debris. Alluvium generally consists of poorly consolidated sediments comprised of fine sand, silty sand, and silt with intermittent peat deposits. Native soils encountered onsite were generally poorly consolidated and fine-grained, ranging in composition between silty sand to fine sand. Native sands were encountered at a depth of 7 feet in both test pit explorations TP -1 and TP -2, extending through the termination of each exploration; a maximum depth of 10 feet. 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 Qal, or Quaternary Alluvium. 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 did not encounter groundwater in any of our subsurface explorations, which extended to a depth of 10 feet below existing grade. Given our knowledge of the geology and hydrology of the region, we anticipate that groundwater is present at a depth of 121/2 to 15 feet below existing grade. Seasonally perched groundwater, however, will likely be encountered at shallow depths during extended periods of wet weather due to the poor permeability of existing fill material. We do not anticipate that groundwater will be present in most project excavations, nor be a limiting factor in the proposed development. 3.4 Infiltration Conditions and Infiltration Rate As indicated in the Soil Conditions section of this report, fill material is present at surface elevations across each proposed residential lot, extending upwards of 5 feet below grade within Lots A-E, and at least 10 feet deep within Lot F. Immediately below this material in Lots A-E, native, fine silty sand is present, extending through a depth of 7 feet. Below 7 feet at this location, native soils grade to fine sand with silt, which our grain size analyses (presented in Table 2, below) indicates contains a relative fines content (percent silt/clay) of approximately 11 percent. Migizi Group, Inc. Page 4 of 13 Cary Lang Construction — 51st PI S Development, 125XX 51st PI S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 The results of our soil grain size analyses are presented below, and the attached Soil Gradation Graphs (Appendix B) display the grain -size distribution of the samples tested. TABLE 2 LABORATORY TEST RESULTS FOR NON-ORGANIC ONSITE SOILS Soil Sample, Depth % Coarse Gravel Fine %% Gravel %Coarse Sand Medium Sand Fine Sand % Fines Dio TP -1, S-2, 7 feet TP-2, S-1, 7 feet 0 0 0.1 0.1 0.2 1.6 1.2 7.5 87.6 80.2 11.0 10.5 -- -- Drainage Design Considerations Given the fine-grained nature of site soils, we do not interpret full -infiltration as being feasible for this project. For Lots A-E, site produced stormwater should be managed through the introduction of dispersion systems or limited infiltration. If limited infiltration is utilized, trench or drywell dimensions should be as per recommendations found in Sections C.2.3.3 or C.2.3.4 of the King County Surface Water Design Manual (KCSWDM). If retention facilities are constructed within the intermittent silty sand stratum encountered at a depth of 4 to 7 feet, the USDA classification of loamy sand should be utilized for facility sizing, and if the facilities extend down to the fine sand stratum (below 7 feet), the USDA classification of sand should be utilized for design. Limited infiltration should not be utilized in Lot F given the presence of extensive fill soils underlying this region. More creative means should be implemented to manage stormwater for this lot. 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 D, 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: Ss = 1.494 g Sus = 1.494 g SDS = 0.996 g Si = 0.560 g Sul = 0.840 g SDi = 0.560 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 1.49 g and Sa at a period of 1.0 seconds is 0.84 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 1.00 g and Sa at a period of 1.0 seconds is 0.56 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 Migizi Group, Inc. Page 5 of 13 • Cary Lang Construction — 51st P1 S Development, 125XX 51st PI S, Tukwila, WA February 19, 2018 Geotechnical Engineering Report P1175 -T18 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 subject properties and the construction of a single-family residence within the confines of each residential lot. To provide access to the southernmost of these lots, 51st P1 S will also have to be extended, which, as we understand, will be implemented as part of this development. We offer these recommendations: • Feasibility: Based on our field explorations, research and analyses, the proposed structures appear feasible from a geotechnical standpoint. • Setback: We recommend that foundation elements for the residential structure proposed within Lot F maintain a minimum structural setback of 15 -feet from the edge of the slope break. • Foundation Options: Foundation elements for the proposed residences should be constructed on medium dense or denser undisturbed native soils, or on structural fill bearing pads extending down to these soils. In our opinion, existing fill soils are suitable for foundation support and we anticipate that adequate bearing soils will be encountered within 2 feet of 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 a properly compacted structural fill subbase. In our opinion, existing fill soils are suitable for slab support, and we anticipate that adequate bearing soils will be encountered within two 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. 4_1 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 Migizi Group, Inc. Page 6 of 13 Cary Lang Construction — 51st P1 S Development, 125)0( 51st P1 S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 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 explorations indicate that the organic horizon can reach thicknesses of up to 10 inches. Stripping is best performed during a period of dry weather. Site Excavations: Based on our explorations, we expect that site excavations will predominately encounter moderately consolidated fill soils at shallow elevations, and poorly consolidated fine-grained soils with depth, both of which can be readily excavated using standard excavation equipment. Dewatering: Our explorations did not encounter groundwater within their termination depths, nor do we expect that groundwater will be present in the planned excavations. 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. 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). Migizi Group, Inc. Page 7 of 13 Cary Lang Construction — 51st P1 S Development, 125XX 51st PI S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 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. • Existing Fill Material: Underlying a surface mantle of sod and topsoil, existing fill material was encountered, being comprised of gravelly silty sand with scattered debris, and extending upwards of 5 feet below grade across much of the site. These soils are moderately moisture sensitive and will become increasingly difficult 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. • Native Alluvium: Underlying existing fill material, native alluvium consists of fine silty to sand with silt, generally becoming cleaner with depth. As with the fill soils, this material should be considered moderately moisture sensitive, and will become increasingly difficult to reuse under wet -weather conditions. 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 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. Migizi Group, Inc. Page 8 of 13 Cary Lang Construction — 51St P1 S Development, 125XX 51st P1 S, Tukwila, WA February 19, 2018 Geotechnical Engineering Report P1175 -T18 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. In our opinion, existing fill soils are suitable for foundation support, and we anticipate that adequate bearing soils will be encountered within 2 feet of existing grade. 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 moderately consolidated recessional outwash soils can be designed for a maximum allowable soil bearing pressure of 1,500 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). Lateral Resistance: Footings that have been properly backfilled as recommended above will resist lateral movements by means of passive earth pressure and base friction. We recommend using an allowable passive earth pressure of 225 psf and an allowable base friction coefficient of 0.35 for site soils. Migizi Group, Inc. Page 9 of 13 Cary Lang Construction — 51st P1 S Development, 125XX 51st P1 S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 4.3 Slab -On -Grade Floors In our opinion, soil -supported slab -on -grade floors can be used in the proposed residences if the subgrades are properly prepared. Floor sections for the proposed structures should bear on medium dense or denser native soils or on a properly compacted structural fill subbase. In our opinion, existing fill soils are suitable for slab support, and we anticipate that adequate bearing soils will be encountered within two 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, 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 exercise care to avoid puncturing this vapor barrier. 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. 4A Asphalt Pavement We offer the following comments and recommendations for asphalt pavement design and construction. Subgrade Preparation: After removal of any organics underlying pavements, we recommend a conventional pavement section comprised of an asphalt concrete pavement over a crushed rock base course over a properly prepared (compacted) subgrade or a granular subbase. Existing fill soils appear amenable to pavement support, and we do not anticipate the need for any localized over - excavations. We recommend limiting the subgrade preparation to times of dry weather. All soil subgrades should be thoroughly compacted, then proof -rolled with a loaded dump truck or heavy compactor. Any localized zones of yielding subgrade disclosed during this proof -rolling operation should be over excavated a maximum depth of 12 inches and replaced with a suitable structural fill material. All structural fill should be compacted according to our recommendations given in the Structural Fill section. Specifically, the upper 2 feet of soils underlying pavement section should be compacted to at least 95 percent (based on ASTM D-1557), and all soils below 2 feet should be compacted to at least 90 percent. Migizi Group, Inc. Page 10 of 13 o Cary Lang Construction — 51St PI S Development, 125XX 51st PI S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 Pavement Materials: For the base course, we recommend using imported crushed rock, such as "Crushed Surfacing Top Course" per WSDOT Standard Specification 9-03.9(3). If a subbase course is needed, we recommend using imported, clean, well -graded sand and gravel such as "Ballast" or "Gravel Borrow" per WSDOT Standard Specifications 9-03.9(1) and 9-03.14, respectively. Conventional Asphalt Sections: A conventional pavement section typically comprises an asphalt concrete pavement over a crushed rock base course. We recommend using the following conventional pavement sections: Minimum Thickness Section Automobile Parking Area Driveways and High Traffic Areas Asphalt Concrete Pavement 2 inches 3 inches Crushed Rock Base 4 inches 6 inches Granular Structural Fill or Cement - Treated Base 24 inches 24 inches Compaction and Observation: All subbase and base course material should be compacted to at least 95 percent of the Modified Proctor maximum dry density (ASTM D-1557), and all asphalt concrete should be compacted to at least 92 percent of the Rice value (ASTM D-2041). We recommend that an MGI representative be retained to observe the compaction of each course before any overlying layer is placed. For the subbase and pavement course, compaction is best observed by means of frequent density testing. For the base course, methodology observations and hand -probing are more appropriate than density testing. Pavement Life and Maintenance: No asphalt pavement is maintenance -free. The above described pavement sections present our minimum recommendations for an average level of performance during a 20 -year design life, therefore, an average level of maintenance will likely be required. Furthermore, a 20 -year pavement life typically assumes that an overlay will be placed after about 10 years. Thicker asphalt and/or thicker base and subbase courses would offer better long-term performance but would cost more initially; thinner courses would be more susceptible to "alligator" cracking and other failure modes. As such, pavement design can be considered a compromise between a high initial cost and low maintenance costs versus a low initial cost and higher maintenance costs. 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. Migizi Group, Inc. Page 11 of 13 Cary Lang Construction - 51" PI S Development, 125XX 51" PI S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 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 Footing subgrade and bearing pad Foundation backfill Slab -on -grade floor subgrade and subbase Asphalt pavement base Asphalt pavement subgrade (upper 2 feet) Asphalt pavement subgrade (below 2 feet) Minimum Compaction 95 percent 90 percent 95 percent 95 percent 95 percent 90 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 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. Migizi Group, Inc. Page 12 of 13 Cary Lang Construction — 510 P1 S Development, 125XX 51s1 P1 S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 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). 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. Zach L. Logan Staff ologist Migizi Group, Inc. Page 13 of 13 James E. Brigham, P.E. Principal Engineer z 0 0 0 0 0 N v z 0 0 0 N TOPO! map printed on 02/16/18 from "Unttled,tpo" 122°19,000' W 122°18,000' W 122°17.000' W 122°16,000' W 122015,000' W Likis "' � comierwak Aryli 122°14,000' W WGS84122°13,000' W ai r 122°19,0001W 1 .1N 1 122°18,000' W 122°17,000' W 122°16,000' W o• s e tom HET 0 13apraatai with TOPO'%f;213NatiomGraphic(x o a!aropaphic.aa'topo) 122°15,000' W I ISE .-- MICR 122°14,000' W WGS84122°13,000' W z 0 0 0 0 z 0 0 0 Location 125XX 51s1 PI S Tukwila, Washington Job Number P1175 -T18 P.O. Box 44840 Tacoma, WA 98448 Title Topographic and Location Map Figure 1 Date 02/16/18 PROJECT: SHEET TITLE: Site and Exploration Plan JOB NO. P1175 -T18 SCALE: NTS FIGURE: 2 CO 03 LU m W Z Z w g W ❑ ❑ CU co C X O a0 g Q O X p co co .2)0(vo• U) d H N N CHECKED BY: JEB DATE: Feb. 16, 2018 .migizigroup.com TEST PIT L❑CATI❑N � ma APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOG OF TEST PITS • MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve GRAVELS CLEAN GRAVELS WITH LITTLE GW el.: I •••W4 '' WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES MORE THAN HALF OR NO FINES GP o''• sT • o •D: POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES COARSE FRACTION LARGER THAN N0.4 SIEVE GRAVELS WITH) o'; ,< SILTY GRAVELS, POORLY GRADED GRAVEL -SAND -SILT MIXTURES OVER 15% FINES" GC ��4! �— 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 $C •� CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES FINE GRAINED SOILS More than Half < #200 sieve SILTS AND CLAYS ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY LIQUID LIMIT LESS THAN 50 CL INORGANIC 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 / INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS OH 2 vLA. ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt ,, ,Ii, PEAT AND OTHER HIGHLY ORGANIC SOILS Modified Califomia RV R -Value / Split Spoon SA Sieve Analysis Pushed Shelby Tube SW Swell Test 1 1 Auger Cuttings TC Cyclic Triaxial is 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 Migizi Group, Inc. t go141110. Migizi Group, Inc. TEST PIT NUMBER TP -1 PO Box 44840 PAGE 1 OF 1 Tacoma, WA 98448 Figure A-2 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Cary Lang Construction PROJECT NAME 51st PI S Development Geotech PROJECT NUMBER P1175 -T18 PROJECT LOCATION 51st PI S, Tukwila, WA DATE STARTED 1/4/18 COMPLETED 1/4/18 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner Operator GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tracked Mini Excavator AT TIME OF EXCAVATION -- LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION -- NOTES AFTER EXCAVATION — o DEPTH o (ft) SAMPLE TYPE NUMBER vi U vi GRAPHIC LOG MATERIAL DESCRIPTION - _ 2.5 GB S-1 GB S-2 "' Sod and topsoil 0.8 SM •• W. .V. 41 (SM) Gray/brown silty sand with some gravel (dense, moist) (Fill) 3.0 _ 5.0 SM (SM) Blue/gray silty sand with some gravel (medium dense, moist) (Fill) 4.5 SM (SM) Brown fine silty sand (loose, moist) (Alluvium) 7.0 - 7.5 SP - SM (SP -SM) Brown fine sand with silt (loose, moist) (Alluvium) 10.0 10.0 No caving observed No groundwater seepage observed The depths on the test pit Togs 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 10.0 feet. '' r Migizi Group, Inc. TEST PIT NUMBER TP-2 PO BoxPAGE 1 OF 1 Tacoma,, WA WA 98448 Figure A-3 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Cary Lang Construction PROJECT NAME 51st PI S Development Geotech PROJECT NUMBER P1175-T18 PROJECT LOCATION 51st PI S, Tukwila, WA DATE STARTED 1/4/18 COMPLETED 1/4/18 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner Operator GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tracked Mini Excavator AT TIME OF EXCAVATION — LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION -- NOTES AFTER EXCAVATION — o DEPTH b (ft) SAMPLE TYPE NUMBER ui U ui GRAPHIC LOG MATERIAL DESCRIPTION - _ _ _ 2.5 GB S-1 1, ,� 1, — Sod and topsoil 0.8 SM �� .�.�. ••, (SM) Gray/brown silty sand with some gravel and asphalt debris (dense, moist) (Fill) 3.5 _ - - - 5.0 SM (SM) Blue/gray silty sand with some gravel (medium dense, moist) (Fill) 5.0 - _ 7.5 SM (SM) Brown fine silty sand (loose, moist) (Alluvium) 7.0 SP- SM (SP-SM) Brown fine sand with silt (loose, moist) (Alluvium) 10.0 _ 10.0 No caving observed No groundwater seepage observed 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 10.0 feet. r imillipliou Migizi Group, Inc. TEST PIT NUMBER TP -3 TO BoxPAGE 1 OF 1 Tacoma,, WA WA 98448 Figure A-4 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Cary Lanq Construction PROJECT NAME 51st PI S Development Geotech PROJECT NUMBER P1175 -T18 PROJECT LOCATION 51st PI S, Tukwila, WA DATE STARTED 1/4/18 COMPLETED 1/4/18 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner Operator GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tracked Mini Excavator AT TIME OF EXCAVATION --- LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION — NOTES AFTER EXCAVATION -- o DEPTH b (ft) SAMPLE TYPE NUMBER U.S.C.S. GRAPHIC LOG MATERIAL DESCRIPTION - - - 2.5 0.3 Sod and topsoil SM ��0 ... p0;• .p.. ... «4 Oi*i• (SM) Gray/brown silty sand with some gravel and concrete/asphalt debris (dense, moist) (Fill) _ _ - 5.05.5 - - 7.5 SM (SM) Gray/brown fine silty sand with some gravel (medium dense, moist) (Fill) 10.0 _• - 10.0 No caving observed No groundwater seepage observed 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 10.0 feet. APPENDIX B LABORATORY TESTING RESULTS • Particle Size Analysis Summary Data Job Name: 51st PI S Development Job Number: P1075 -T18 Tested By: ZLL Date: 1/8/18 Boring #: TP -1 Sample #: S-2 Depth: 7 feet Moisture Content (%) 1 15.3% Sieve Size Percent Passing (%) 3.0 in. (75.0) 100.0 1.5 in. (37.5) 100.0 3/4 in. (19.0) 100.0 3/8 in. (9.5 -mm) 100.0 No. 4 (4.75 -mm) 99.9 No. 10 (2.00 -mm) 99.7 No. 20 (.850 -mm) 99.5 No. 40 (.425 -mm) 98.6 No. 60 (.250 -mm) 83.7 No. 100 (.150 -mm) 41.3 No. 200 (.075 -mm) 11.0 ASTM Classification LL PI D10 D30 0.12 D60 0.19 Cc Cu Size Fraction Percent By Weight Coarse Gravel Fine Gravel 0.1 Coarse Sand 0.2 Medium Sand 1.2 Fine Sand 87.6 Fines 11.0 Total 100.0 Group Name Brown poorly graded sand with silt Symbol (SP -SM) (loose, moist) Figure B-1 Soil Classification Data Sheet 3" 1.5" 3/4" U.S. 3/8" Standard Sample 4 10 Distribution Sieve Sizes 20 40 60 100 200 —.--Sample Distribution 100 • • • • • __ 90 80 70 .y 60 N co I:1- 50 c m e 40 w a 30 20 10 0 1000 100 10 1 0 1 0.01 0.001 Particle Size (mm) MiG1Z1 �lil�, Sample Distribution Job Name: 51st PI S Development Sample #: S-2 Job Number: P1075 -T18 Date: 1/8/18 Figure: B-2 Tested By: ZLL Depth: 7 feet Exploration #: TP -1 Particle Size Analysis Summary Data Job Name: 51st PI S Development Job Number: P1175 -T17 Tested By: ZLL Date: 1/8/17 Boring #: TP -2 Sample #: S-1 Depth: 7 feet Moisture Content (%) 1 12.6% Sieve Size Percent Passing (%) 3.0 in. (75.0) 100.0 1.5 in. (37.5) 100.0 3/4 in. (19.0) 100.0 3/8 in. (9.5 -mm) 100.0 No. 4 (4.75 -mm) 99.9 No. 10 (2.00 -mm) 98.3 No. 20 (.850 -mm) 96.9 No. 40 (.425 -mm) 90.8 No. 60 (.250 -mm) 44.9 No. 100 (.150 -mm) 17.7 No. 200 (.075 -mm) 10.5 ASTM Classification LL PI D10 D30 0.19 D60 0.30 Cc Cu Size Fraction Percent By Weight Coarse Gravel Fine Gravel 0.1 Coarse Sand 1.6 Medium Sand 7.5 Fine Sand 80.2 Fines 10.5 Total 100.0 Group Name Brown poorly graded sand with silt Symbol (SP -SM) (loose, moist) Figure B-3 Soil Classification Data Sheet 3" 1.5" I 3/4" I U.S. 3/8" I I Standard Sample 4 10 I I Distribution Sieve Sizes 20 1 40 60 I 100 I 200 I —*—Sample Distribution I 100 • • • •�____. 90 80 70 c 60 .y u) 10 a 50 c o e 40 a) 0. 30 20 10 0 1000 100 10 1 0 1 0.01 0.001 Particle Size (mm) MIGIZI ,ilili,� Sample Distribution Job Name: 51st PI S Development Sample #: S-1 Job Number: P1175 -T17 Date: 1/8/17 Figure: B-4 Tested By: ZLL Depth: 7 feet Exploration #: TP -2 Ill MiTek® FILE 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: K2947157 thru K2947183 My license renewal date for the state of Washington is May 16, 2017. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 092018 City of Tukwila BUILDING DIVISION March 13,2017 Baxter, David 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 ti responsibility of the building designer, not the Truss Engineer per ANSIJTPI-1, Chapter 2. RECEIVED CITY OF TUKWILA MAR 1 4 2018 PERMIT CENTER 9'0011 Job Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 • X K2947157 B1701240 A01 GABLE 1 1 Job Reference (optional) robuild Arlington, Arlington,WA 98223 11-0-q 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:01 2017 Page 1 I D: TZasPCUn FyXNprG IHu3H_Xyn5tu-mnQBZymtiTnB0bOE99GDFHSFg5XbgROYN4ppaozbMQK 16-0-0 1 32-0-0 16-0-0 16-0-0 3x6 = 3x6 12 10 11 3x6 13 14 15 g 16 1 3x6 i 7 17 6 3x6 6.00 12 5 9 18 19 • 4 Addli . c neaeaa► 0 r` Vw�1F���� OMNI PI WA, V�000��ti1�o�MtiI W. \WIIIAN 0516o��AM•WoAMMUI 20 21 3x6 = 38 37 36 35 34 33 32 31 32-0-0 30 29 28 27 5x8 = 26 25 24 23 3x6 = 32-0-0 I, 0 Scale = 1:68.3 Plate Offsets (X.Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCDL B. 0 [2:0-3-9.0-1-8] [6:0-0-4.Edge] [12:0-3-0.Edge] [18:0-0-4.Edge]. [22:0-3-9 0-1-8]. [28:0-4-0 0-3-0] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.12 BC 0.06 WB 0.18 (Matrix) DEFL. in (loc) Udell Vert(LL) 0.00 1 n/r Vert(CT) 0.00 1 n/r Horz(CT) 0.01 22 n/a Ud 180 120 n/a PLATES GRIP MT20 185/148 Weight: 193 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std OTHERS 2x4 HF Stud/Std "Except* 11-31,13-30,10-32,9-33,14-29,15-28: 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. All bearings 32-0-0. (Ib) - Max Horz 2=197(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 22, 32, 33, 34, 35, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 2 Max Gray All reactions 250 Ib or less at joint(s) 22, 31, 30, 32, 33, 34, 35, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 2 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. 1 Row at midpt 11-31, 13-30, 10-32, 14-29 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=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 22, 32, 33, 34, 35, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 2. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147473 rev. 1003/2015 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, Alexandria, VA 22314. MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 i 1 K2947158 B1701240 A02 Common 9 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 1-0-q 6-3-3 -0-0 6-3.3 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:02 2017 Page 1 I D:TZasPCUn FyXN prG I H u3 H_Xyn5tu-Ez_Zn I nVTnv2elzQjtn SoV?KcVj_ZpThckYM7gzbMQJ 12-0-0 16-0-0 20-0-0 25-8-13 32-0-0 5-8-13 4-0-0 3x6 = 5 4-0-0 5-8-13 6-3-3 3x6 = 12 2x4 11 11 3x4 = 6-3-3 12-0-0 16-0-0 20-0-0 6-3-3 5-8-13 4-0-0 4-0-0 10 5x8 = 25-8-13 9 2x4 I I 32-0-0 3x6 = 5-8-13 6-3-3 Scale =1:68.8 Plate OffsetsQX.Y)-- [2:0-3-9.0-1-8]. [3:0-3-4.0-3-4]. [5:0-3-0.Edge]. [8:0-3-9.0-1-8]. [10:0-4-0.0-3-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 80 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code 1BC2015/TP12014 CSI. TC 0.49 BC 0.76 WB 0.51 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) 0.44 9-10 >856 240 Vert(CT) -0.50 9-10 >760 180 Horz(CT) 0.09 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 137 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 6-10,4-11,4-6: 2x4 HF No.2 REACTIONS. (Ib/size) 8=1359/Mechanical, 2=1448/0-5-8 Max Horz 2=197(LC 5) Max UpliftB=-27(LC 9), 2=-42(LC 8) 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=-2098/66, 3-4=-1677/97, 4-5=-298/57, 5-6=-294/56, 6-7=-1678/96, 7-8=-2126/69 BOT CHORD 2-12=-111/1734, 11-12=-111/1736, 10-11=0/1361, 9-10=0/1662, 8-9=0/1662 WEBS 6-10=0/484, 7-10=-501/169, 4-11=0/467, 3-11=-461/164, 4-6=-1156/100 Structural wood sheathing directly applied or 3-2-12 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 4-6 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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 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, with BCDL = 8.0psf. 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) 8, 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 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 ANSVTPII Quality Crleria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mflek' 250 Klug Circle Corona, CA 92880 Job 7 B1701240 Prnnuild Adinn+n., Arlin... Truss A03 v.. VIVA none' Truss Type COMMON Qty 5 Ply 1 4815 S. 136th St., Tacoma, WA - Lot 04 K2947159 Job Reference (optional) -0-9 -0-0 6-3-3 12-0-0 6-3-3 5-8-13 8.00 12 3x6 16-0-0 4-0-0 3x6 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:03 2017 Page ID:TZasPCUnFyXNprG1Hu3H_Xynau-i9Yx_eo7E41uG /YdHaIhLYSXv0FIHvnOIwlHzbMQ1 20-0-0 25-8r 3 32-0-0 4-0-0 3x6 5-8-13 6-3-3 4 5x8 5x8 7 0 3x6 - 15 14 28 29 13 3x4 = 5x12 = 6-3-3 12-0-0 20-0-0 1 25-8-13 6-3-3 5-8-13 8-0-0 5 -8 - Plate Offsets (X.Y)-- [2:0-2-0.0-1-8]. [3:0-3-4.0-3-0j. [5:0-3-0.Edge]. [7:0-3-12 0-3-0] [9:0-6-0 0-0-10], [13:0-6-0.0-3-0] 13 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 0.95 WB 0.43 (Matrix -S) 12 31-0-0 5-3-3 11 3x6 = -oQ Scale = 1:70.1 DEFL. in (loc) I/defl Ud Vert(LL) 0.39 14-15 >940 240 Vert(CT) -0.55 13-14 >675 180 Horz(CT) 0.08 11 n/a n/a PLATES GRIP MT20 185/148 Weight: 153 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 *Except* 9-13: 2x4 DF 1800F 1.6E WEBS 2x4 HF Stud *Except* 6-13,4-14,4-6: 2x4 HF No.2, 8-11: 2x6 DF No.2 OTHERS 2x4 HF Stud *Except* 16-18: 2x4 HF No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. (lb/size) 2=1519/0-5-8, 11=1573/0-5-8 Max Horz 2=-201(LC 6) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2184/0, 3-4=-1809/0, 4-5=-283/56, 5-6=-297/57, 6-7=-1776/0, 7-8=-1973/0, 8-9=-1535/0 BOT CHORD 2-15=0/1820, 14-15=0/1821, 14-28=0/1479, 28-29=0/1479, 13-29=0/1479, 12-13=0/1532, 11-12=0/1534, 9-11=0/1534 WEBS 6-13=0/500, 4-14=0/555, 3-14=-421/169, 4-6=-1275/0, 8-11=-847/94 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 4-6 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. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) 200.0Ib AC unit load placed on the bottom chord, 16-0-0 from left end, supported at two points, 4-6-0 apart. 5) All plates are 2x4 MT20 unless otherwise indicated. 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 = 8.0psf. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. March 13,2017 A WARNING - Verity design parameters and READ NOTES ON 77115 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, 05839 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 T 61701240 Truss AO4A Truss Type Common Girder Qty 1 Ply 2 4815 S. 136th St., Tacoma, WA - Lot 04 K2947160 Job Reference (optional) n 4 0I1 0 11-0-9 6-3-3 6-3-3 1-0-0 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:04 2017 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-AL6JBzol?091t37pglgwtw4eiJMp1 dn_321 TBjzbMQH 12-0-0 1 16-0-0 !7-5-12 23-0-0 27-6-0 32-0-0 1 5-8-13 4-0-0 1-5-12 5-6-4 4-6-0 4-6-0 8.00 12 3x6 = 6 2x4 II 4x8 3x6 9 3x8 = 16 2x4 11 1 6-3-3 12-0-0 6-3-3 5-8-13 15 14 18 3x8 = 4x8 Plate Offsets (XXX-- [2:0-8-0.0-0-14]. [6:0-3-0.Edge]. [10:0-2-3 0-2-5] 16-0-0 4-0-0 1-5-12 13 3x10 11 19 20 21 !7-5-12 23-0-0 5-6-4 12 22 23 24 8x8 = 27-6-0 4-6-0 11 2x4 11 32-0-0 4-6-0 25 4x10 Iq 0 Scale = 1:68.8 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 0.58 BC 0.93 WB 0.84 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.20 12-13 >999 240 Vert(CT) -0.34 12-13 >999 180 Horz(CT) 0.12 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 391 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 *Except* 10-14: 2x6 DF No.2 WEBS 2x4 HF Stud *Except" 5-15,12-17: 2x4 HF No.2, 7-13: 2x6 DF No.2, 8-17: 2x4 DF No.2 15-17: 2x4 DF 1800F 1.6E BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 10=6369/0-5-8, 2=3642/0-5-8 Max Horz 2=197(LC 21) Max Upliftl0=-387(LC 9), 2=-273(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5915/452, 3-4=-5484/452, 4-5=-5365/487, 5-6=-350/33, 7-8=-537/76, 8-9=-8139/621, 9-10=-9470/631 BOT CHORD 2-16=-426/4753, 15-16=-426/4753, 14-15=-472/6160, 14-18=-472/6161, 13-18=-471/6162, 13-19=-467/6117, 19-20=-467/6117, 20-21=-467/6117, 12-21=-467/6117, 12-22=-465/7727, 22-23=-465/7727, 11-23=-465/7727, 11-24=-465/7727, 24-25=-465/7727, 10-25=-465/7727 WEBS 8-12=-123/1639, 9-12=-1211/97, 9-11=-5/1275, 5-15=-253/2594, 3-15=-448/157, 13-17=-408/3648, 7-17=-276/260, 12-17=-16/1047, 8-17=-6742/687, 5-17=-4236/464, 15-17=-2969/382 Structural wood sheathing directly applied or 3-5-4 oc purlins. 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 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered 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=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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 = 8.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 10=387, 2=273. Continued on page 2 March 13,2017 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 indlvidual 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 ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1111 * MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 1 K2947160 B1701240 AO4A Common Girder 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:05 2017 Page 2 ID TZasPCUnFyXNprGIHu3H_Xyn5tu-fYghPJpNmiHcVDh?O?L9Q7dpRii2m41811n1 k9zbMQG NOTES - 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) 2980 Ib down and 450 Ib up at 17-5-12, 604 Ib down and 28 Ib up at 19-5-4 , 604 Ib down and 28 lb up at 21-5-4, 604 Ib down and 28 Ib up at 23-5-4, 604 Ib down and 28 Ib up at 25-5-4, 604 Ib down and 28 Ib up at 27-5-4, and 604 Ib down and 28 Ib up at 29-5-4, and 609 Ib down and 23 Ib up at 31-5-4 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: 1-6=-70, 6-10=-70, 2-10=-16 Concentrated Loads (Ib) Vert: 11=-604(B) 13=-2980(B) 19=-604(B) 21=-604(B) 22=-604(B) 23=-604(B) 24=-604(B) 25=-609(B) AWARNING - 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 buikting 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 ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty PIy 4815 S. 136th St., Tacoma, WA - Lot 04 I K2947161 B1701240 AO4B Common Girder 1 2 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 0-q 6-3-3 1-0-0 6-3-3 12-0-0 5-8-13 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:06 2017 Page 1 I D:TZasPCUnFyXNprGIHu3H_Xyn5tu-7kE4cfq?X?PT7MGByisOyLAyd62bVYgHXMWaGczbMQF 16-0-0 17-5-121 23-4-10 24.0-j2 27-10-10 32-0-0 4-0-0 1-5-12 5-10-14 0-8- 3-9-14 4-1-6 3x6 = 2x4 I I 2x4 I 5x8 = 9 10 3x8 = 17 2x4 I I 16 15 19 3x8 = 4x8 = 14 20 21 2213 23 24 12 25 26 1 27 3x10 6x6 = 6-3-3 12-0-0 16-0-0 17-5-12 22-0-0 33-4-14 27-10-10 6-3-3 5-8-13 4-0-0 1-5-12 4-6-4 1-4-10 4-6-0 10x10 = 5x12 MT2OHS 11 32-0-0 4-1-6 10 vi Scale = 1:69.8 Plate Offsets (X.Y)-- [2:0-8-0.0-0-14]. [6:0-3-0.Edge1.18:0-4-0.0-2-81. [10:Edge.0-1-8]. [11:0-5-8.Edge]. [13:0-3-0 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 NO Code IBC2015/TP12014 CSI. TC 0.75 BC 0.91 WB 0.81 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.18 13-14 >999 240 Vert(CT) -0.31 13-14 >999 180 Horz(CT) 0.11 11 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 423 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 *Except* 11-15: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 9-12,3-16,3-17,5-18,8-13: 2x4 HF Stud, 7-14: 2x6 DF No.2 8-18: 2x4 DF No.2, 16-18: 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 2=3770/0-5-8, 11=6509/Mechanical Max Horz 2=246(LC 5) Max Uplift2=-324(LC 8), 11=-566(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-14 oc purlins, except end verticals, and 2-0-0 oc purlins (5-9-9 max.): 8-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12. WEBS 1 Row at midpt 8-18 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-6137/541, 3-4=-5713/541, 4-5=-5594/576, 5-6=-279/54, 7-8=-512/135, 8-9=-4240/374,9-10=-4240/374,10-11=-5814/524 BOT CHORD 2-17=-510/4934, 16-17=-510/4934, 15-16=-666/6439, 15-19=-666/6439, 14-19=-665/6441, 14-20=-659/6392, 20-21=-659/6392, 21-22=-659/6392, 13-22=-659/6392, 13-23=-671/6968, 23-24=-671/6968, 24-25=-671/6968, 12-25=-671/6968 WEBS 8-12=-4655/466, 9-12=-253/100, 5-16=-303/2769, 3-16=-449/164, 14-18=-453/3640, 7-18=-419/322, 13-18=-75/1556, 8-18=-7348/827, 5-18=-4484/545, 16-18=-3129/455, 10-12=-621/7094, 8-13=-106/566 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. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered 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. PIy 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=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom 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, with BCDL = 8.0psf. 10) Refer to girder(s) for truss to truss connections. Continued on page 2 March 13,2017 AWARNING - 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 ANSI/1711 Quality Criteria, DSB-89 and BCSI Building Component Safety Infonnation 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 4815 S. 136th St., Tacoma, WA - Lot 04 1 K2947161 B1701240 AO4B Common Girder 1 2 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:06 2017 Page 2 I D:TZasPCUnFyXNprGIHu3H_Xyn5tu-7kE4cfq?X?PT7MGByisOyLAyd62bVYgHXMWaGczbMQF NOTES - 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=324, 11=566. 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. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3242 Ib down and 484 Ib up at 17-5-12, 604 Ib down and 54 Ib up at 19-5-4 , 604 Ib down and 54 Ib up at 21-5-4, 604 Ib down and 54 Ib up at 23-5-4, 604 Ib down and 54 Ib up at 25-5-4, 604 Ib down and 54 Ib up at 27-5-4, and 604 Ib down and 54 Ib up at 29-5-4, and 609 Ib down and 49 Ib up at 31-5-4 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: 1-6=-70, 6-8=-70, 2-11=-16, 8-10=-70 Concentrated Loads (Ib) Vert: 14=-3242(F) 20=-604(F) 22=-604(F) 23=-604(F) 24=-604(F) 25=-604(F) 26=-604(F) 27=-609(F) A WARNING - Verity 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. w Mflek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 ' ' K2947162 B1701240 A05 Common 7 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 r qI 0 -0- 0-0 6-3-3 6-3-3 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:06 2017 Page 1 I D:TZasPCUnFyXNprGI Hu3H_Xyn5tu-7kE4cfq?X?PT7MGByisOyLA1 k6BRVdkHXM WaGczbMQF 12-0-0 16-0-0 117-5-0 1 5-8-13 4-0-0 1-5-0 6-3-3 12-0-0 17-5-0 6-3-3 5-8-13 5-5-0 N O Scale =1:67.6 Plate Offsets (X.Y)- [2:0-3-9 0-1-8] [3:0-3-0.0-3-0]. [5:0-3-0 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 0.42 BC 0.34 WB 0.49 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.04 2-9 >999 Vert(CT) -0.09 2-9 >999 Horz(CT) 0.02 7 n/a Ud 240 180 n/a PLATES GRIP MT20 185/148 Weight: 96 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* 3-8,3-9.4-10: 2x4 HF Stud REACTIONS. (Ib/size) 2=822/0-5-8, 7=730/Mechanical Max Horz 2=289(LC 5) Max Uplift2=-20(LC 8), 7=-83(LC 8) Max Gray 2=822(LC 1), 7=787(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1013/12, 3-4=-548/42, 7-10=-693/110 BOT CHORD 2-9=-87/767, 8-9=-86/769 WEBS 8-10=-87/671, 3-8=-478/108, 4-10=-323/135 BRACING - TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 5-1-3 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 6-7 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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 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, with BCDL = 8.0psf. 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) 2, 7. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIt-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 ANSVTPII 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 r Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 K2947163 B1701240 A06 GABLE 1 1 Job Reference (optional) ProBuild Arlington, 11- 9 9 Arlington,WA 98223 11-0-q 1-0-0 3x6 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:07 2017 Page 1 I D:TZasPCUnFyXNprGIHu3H_Xyn5tu-bwnSq?reIJXKIWrOWQNdVYiFaWUaE9yQ10G7o2zbMQE 15-3-0 lo -o 19-6-0 28-0-0 32-0-0 15-3-0 I01-9-0 3-6-0 8-6-0 4-0-0 3x6 = 3x6 i 12 3x6 14 8.00 112 5x8 = 3x6 = 5x8 = 34 33 32 31 30 29 28 27 15-6-0 3x6 = 23-9-0 25 3x8 = 32-0-0 15-6-0 8-3-0 8-3-0 1 Scale = 1:69.0 Plate Offsets (X.Y)-- [2:0-3-9.0-1-8] [6:0-0-4.Edge]. [12:0-3-0.Edge]. [22:0-3-9 Edge] [24:0-3-9.0-1-8] 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 0.22 BC 0.48 WB 0.17 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.08 25-27 >999 240 Vert(CT) -0.16 24-25 >999 180 Horz(CT) -0.02 27 n/a n/a PLATES GRIP MT20 185/148 Weight: 205 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 `Except* 22-27: 2x6 DF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud *Except* 11-27,13-14,10-28,9-29,15-16: 2x4 HF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 25-27,24-25. WEBS 1 Row at midpt 11-27, 13-14, 10-28 JOINTS 1 Brace at Jt(s): 17, 13, 21 REACTIONS. All bearings 15-6-0 except (jt=length) 24=0-5-8. (Ib) - Max Horz 24=197(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 24, 27, 29, 30, 31, 32, 33, 34 except 28=-133(LC 17) Max Gray All reactions 250 Ib or less at joint(s) 2, 28, 29, 30, 31, 32, 33, 34 except24=634(LC 1), 27=1132(LC 1), 27=1132(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 22-23=-634/56, 23-24=-874/40, 13-27=-1032/213, 13-16=-977/219, 16-17=-909/199, 17-19=-777/165, 19-21=-685/131, 21-22=-635/111 BOT CHORD 26-27=-79/752, 25-26=-79/752, 24-25=-98/718 WEBS 22-25=-9/436, 23-25=-258/100, 17-25=-307/77, 11-27=-255/0 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=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf 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 100 Ib uplift at joint(s) 24, 27, 29, 30, 31, 32, 33, 34 except (jt=lb) 28=133. 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. March 13,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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-80 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. n MTek' 250 Klug Circle Corona, CA 92880 Job a Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 K2947164 B1701240 B01 GABLE 1 1 Job Reference (optional) rotlull0 Anington, mg on, 0-04)1 1-0-0 5-11-7 11-6-0 5-11-7 5-6-9 4x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:08 2017 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-37Lg1LsG3dfBMgQa37us1mFJywgNzb2a_g?hKUzbMQD 14-6-8 23-0-0 F4-0-01 3-0-8 8-5-8 1-0-0 7-6-0 14-6-8 23-0-0 7-6-0 7-0-8 8-5-8 Scale = 1:53.0 Pla - Offsets X -- 2:0-0-1 -3-9 0-1-8 17:0-4-12 0-2-41 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 LUMBER - TOP CHORD 2x4 HF No.2 *Except* 3-17: 2x6 DF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud WEDGE Right: 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code 18C2015/TPI2014 CSI. DEFL. in (loc) I/defl L/d TC 0.69 Vert(LL) -0.11 2-18 >999 240 BC 0.50 Vert(CT) -0.23 2-18 >743 180 WB 0.25 Horz(CT) 0.07 17 n/a n/a (Matrix) PLATES GRIP MT20 185/148 Weight: 118 Ib FT = 20% BRACING - TOP CHORD BOT CHORD JOINTS REACTIONS. All bearings 8-0-0 except (jt=length) 2=0-5-8, 17=0-5-8, 17=0-5-8. (Ib) - Max Horz 2=-148(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 15, 14, 17 except 16=-145(LC 19) Max Gray All reactions 250 Ib or less at joint(s) 12, 15 except 2=648(LC 1), 14=283(LC 1), 17=1022(LC 1), 17=1022(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1109/0, 3-4=-1032/115, 4-6=-1198/134, 6-17=-1286/148 BOT CHORD 2-18=-26/907, 17-18=-27/880 WEBS 4-5=-300/34, 3-18=0/683 Structural wood sheathing directly applied or 4-2-13 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Brace at Jt(s): 4 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=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf 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) 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 15, 14, 17 except (jt=1b) 16=145. 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. March 13,2017 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 ANSI/lP111 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 r 61701240 _ Truss B02 Truss Type MONOPITCH GIRDER Qty 1 Ply A 4 4815 S. 136th St., Tacoma, WA - Lot 04 K2947165 Job Reference (optional) ulld Arlington, mg on, 4-3-7 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:09 2017 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-XJvCFhsugwn2_q?mdrp5azodRJF4i08jDKIEtxzbMQC 8-5-8 4-3-7 4-2-1 2x4 I I 3 4-3-7 8-5-8 4-3-7 4-2-1 I4 Scale = 1:36.2 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCD L 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TPI2014 CSI. TC 0.07 BC 0.15 WB 0.32 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.01 5 >999 240 Vert(CT) -0.02 5 >999 180 Horz(CT) 0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 221 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x8 DF SS WEBS 2x4 HF Stud *Except* 3-4: 2x6 DF No.2 REACTIONS. (lb/size) 1=2426/0-5-8, 4=8787/0-3-8 Max Horz 1=145(LC 22) Max Uplift1=-56(LC 8), 4=-678(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2915/65 BOT CHORD 1-6=-96/2373, 5-6=-96/2373, 5-7=-96/2373, 4-7=-96/2373 WEBS 2-5=-40/2928, 2-4=-2893/151 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. NOTES - 1) 4 -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, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach BC w/ Simpson SDS 1/4x6 or USP WS6 as follow: 2X8- 2 rows spaced at 2-0-0 o.c 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) 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=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 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 except (jt=Ib) 4=678. 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) 1343 Ib down and 43 Ib up at 2-0-0, 1343 Ib down and 43 Ib up at 4-0-0, and 1343 Ib down and 43 Ib up at 6-0-0, and 6495 Ib down and 580 Ib up at 8-2-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 March 13,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 raw. 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/1711 quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. a MiTek* 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 K2947165 B1701240 B02 MONOPITCH GIRDER 1 4 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-70, 1-4=-16 Concentrated Loads (Ib) Vert: 4=-6495(F) 5=-1343(F) 6=-1343(F) 7=-1343(F) 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:09 2017 Page 2 I D: TZasPC Un FyXN prG I H u3H_Xyn5tu-XJvCFhsugwn2_q?mdrP5azodRJ F4i08jDKIEtxzbMQC A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M/1-7473 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 andlor 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 4815 S. 136th St., Tacoma, WA - Lot 04 K2947166 B1701240 603 Scissor 7 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 5-9-3 5-9-3 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:09 2017 Page 1 ID:TZasPCUnFyXNprGI Hu3H_Xyn5tu-XJvCFhsugwn2_q?mdrP5azoX4J7Di0JjDKIEtxzbMQC 11-3-12 14-7-8 5-6-9 3-3-12 4x8 = 3 3x6 4.00 FI -2- 7-3-12 14-7-8 5 3x4 7-3-12 7-3-12 4 Scale = 1:49.4 Plate Offsets (X.Y)-- [1:0-0-14.0-0-151 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 0.48 BC 0.66 WB 0.37 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.20 1-6 >874 240 Vert(CT) -0.37 1-6 >470 180 Horz(CT) 0.08 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 65 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 3-5: 2x4 HF No.2 REACTIONS. (lb/size) 1=620/Mechanical, 5=620/Mechanical Max Horz 1=190(LC 5) Max Upliftl=-12(LC 8), 5=-38(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1387/136, 2-3=-1107/136 BOT CHORD 1-6=-172/1162, 5-6=-65/255 WEBS 2-6=-367/166, 3-6=-108/1002, 3-5=-565/56 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-5 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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71,11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. March 13,2017 MiTek' 250 Klug Circle Corona, CA 92880 Job r Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 K2947167 61701240 C01 GABLE 1 1 Job Reference (optional) roBuild Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:10 2017 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-?VTaS 1tWbEwvc_azBYwK7BKoPjdnRYitS_UoPNzbMQB -1-0-0 1 8-3-0 16-6-0 117-6-0 I 1-0-0 8-3-0 8-3-0 1-0-0 3x6 = Scale = 1:35.4 21 20 19 18 17 16 16-6-0 15 14 16-6-0 Plate Offsets (X Y)-- [2:0-3-9 0-1-81. [7:0-3-0 Edge] 112:0-3-9 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 0.12 BC 0.06 WB 0.05 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) 0.00 13 n/r 180 Vert(CT) 0.00 12 n/r 120 Horz(CT) 0.00 12 n/a n/a PLATES GRIP MT20 185/148 Weight: 77 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 16-6-0. (Ib) - Max Horz 2=109(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 2, 19, 20, 21, 16, 15, 14 Max Gray All reactions 250 Ib or less at joint(s) 2, 12, 18, 17, 19, 20, 21, 16, 15, 14 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=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 19, 20, 21, 16, 15, 14. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 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 budding 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 SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. M?ek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 ' K2947168 B1701240 CO2 Common 3 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 1 0Il 1-0-0 0 4-0-0 4-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:10 2017 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-?VTaS t tWbEwvc_azBYwK7BKm_jWJRW1tS_UoPNzbMQB 8-3-0 12-6-0 1 16-6-0 117-6-0 1 4-3-0 4-3-0 4-0-0 1-0-0 4x4 = 4 3x8 = 8-3-0 16-6-0 8-3-0 8-3-0 Scale =1:36.6 Plate Offsets (X Y)-- [2:0-3-9 0-1-8] [6:0-3-9 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 0.21 BC 0.47 WB 0.15 (Matrix) DEFL. in (loc) I/deft Lid Vert(LL) -0.08 2-8 >999 240 Vert(CT) -0.15 2-8 >999 180 Horz(CT) 0.02 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 REACTIONS. (Ib/size) 2=776/0-5-8, 6=776/0-5-8 Max Horz 2=-109(LC 6) Max Uplift2=-28(LC 8), 6=-28(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-955/46, 3-4=-714/48, 4-5=-714/48, 5-6=-955/47 BOT CHORD 2-8=-49/740, 6-8=0/740 WEBS 4-8=0/418, 5-8=-262/107, 3-8=-261/106 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-7-12 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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 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 N 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. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 • K2947169 B1701240 DO1 Scissor Supported Gable 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-0-0 1-0-0 7-6-0 7-6-0 4x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:11 2017 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-Til zfNu8MY2mD899IGSZfOtz227yiAyOgeELxpzbMQA 15-0-0 16-0-0 7-6-0 1-0-0 14411 4.00 12 7-6-0 15-0-0 7-6-0 7-6-0 Scale = 1:33.4 m N Plate Offsets (X.Y)-- [2:0-0-13.Edge]. [8:0-0-13.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 0.13 BC 0.08 WB 0.05 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.00 9 n/r Vert(CT) -0.00 8 n/r Horz(CT) 0.00 8 n/a Lid 180 120 n/a PLATES GRIP MT20 185/148 Weight: 53 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud REACTIONS. All bearings 15-0-0. (Ib) - Max Harz 2=100(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 2, 8, 13, 14, 11, 10 Max Gray All reactions 250 Ib or less at joint(s) 2, 12, 8, 13, 11 except 14=281(LC 1), 10=281(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 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. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 8, 13, 14, 11, 10. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 12, 8, 13, 14, 11, 10. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 61II.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. mu Mffek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 ' K2947170 B1701240 F01 Scissor Supported Gable 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 -1-0-0 1-0-0 6-3-0 6-3-0 4x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:11 2017 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-Til zfNu8MY2mD899IGSZfOtxX7y5A_kOgeELxpzbMQA 12-6-0 13-6-0 6-3-0 1-0-0 4.00 12 6-3-0 12-6-0 6-3-0 6-3-0 c? Scale = 1:28.6 Plate Offsets (X.Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0,0 BCDL 8.0 [2:0-0-13.Edge]. [6:0-0-13.Edge] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.22 BC 0.12 WB 0.06 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.01 7 n/r Vert(CT) -0.00 7 n/r Horz(CT) 0.00 6 n/a Ud 180 120 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 OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 12-6-0. (Ib) - Max Horz 2=-86(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 9, 6, 10, 8 Max Gray All reactions 250 Ib or less at joint(s) 2, 9, 6 except 10=358(LC 1), 8=358(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-10=-289/123, 5-8=-289/122 Structural wood sheathing directly applied or 6-0-0 oc purlins. 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. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf 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 100 Ib uplift at joint(s) 2, 9, 6, 10, 8. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9, 10, 8. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 aor 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 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 4815 S. 136th St., Tacoma, WA - Lot 04 K2947171 B1701240 F02 Scissor 1 1 Job Reference (optional) ProBuild Arlington, Adington,WA 98223 1 -1-0-0 1-0-0 6-3-0 6-3-0 4x4 = 3 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:12 2017 Page 1 I D:TZasPCUnFyXNprGIHu3H_Xynstu-xubLtivm6rAdrHkLlzzoCcQy?XDCvOIAvIzuTFzbMQ9 12-6-0 13-6-0 6-3-0 1-0-0 3x6 % 4.00 12 6-3-0 12-6-0 3x6 6-3-0 6-3-0 Scale = 1:28.4 Plate Offsets (X Y)-- [2:0-0-13.Edge] [4:0-0-13 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 0.88 BC 0.45 WB 0.20 (Matrix) DEFL. in (loc) 1/defl Lid Vert(LL) -0.10 4-6 >999 240 Vert(CT) -0.18 4-6 >793 180 Horz(CT) 0.06 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 39 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=604/0-5-8, 4=604/0-5-8 Max Horz 2=-86(LC 6) Max Uplift2=-25(LC 8), 4=-25(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-914/0, 3-4=-914/0 BOT CHORD 2-6=0/709, 4-6=0/709 WEBS 3-6=0/537 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. 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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 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) Bearing at joint(s) 2, 4 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 capable of withstanding 100 Ib uplift at joint(s) 2, 4. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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 budding 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. March 13,2017 MTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 r K2947172 81701240 F03 Common Girder 1 2 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:13 2017 Page 1 ID:TZasPCUnFyXNprGI Hu3H_Xyn5tu-Q49j42vPt9IUTRJYshU 1 kpy5FxUHegcJ8yjS0izbMQ8 -1-0-0 6-3-0 1 12-6-0 1-0-0 6-3-0 6-3-0 4x6 1 3 6-3-0 12-6-0 6-3-0 6-3-0 Scale = 1:28.0 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 0.98 BC 0.65 WB 0.93 (Matrix) DEFL. in (loc) 1/deft Ud Vert(LL) -0.08 2-5 >999 240 Vert(CT) -0.14 2-5 >999 180 Horz(CT) 0.02 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 107 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF Stud REACTIONS. (Ib/size) 4=5109/0-5-8, 2=4078/0-5-8 Max Horz 2=81(LC 23) Max Uplift4=-132(LC 9), 2=-121(LC 8) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4837/137, 3-4=-4832/135 BOT CHORD 2-6=-65/3905, 6-7=-65/3905, 5-7=-65/3905, 5-8=-65/3905, 8-9=-65/3905, 4-9=-65/3905 WEBS 3-5=-63/4949 Structural wood sheathing directly applied. 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: 2x6 - 2 rows staggered at 0-7-0 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=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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 100 Ib uplift at joint(s) except (jt=1b) 4=132, 2=121. 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) 1343 Ib down and 43 Ib up at 2-0-0, 1343 Ib down and 43 Ib up at 4-0-0, 1343 Ib down and 43 Ib up at 6-0-0, 1343 Ib down and 43 Ib up at 8-0-0, and 1343 Ib down and 43 Ib up at 10-0-0, and 1349 Ib down and 37 Ib up at 12-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 March 13,2017 AWARNING - 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 MiTek8 connectors. This design is based only upon parameters shown, and is for an individual budding 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 ANSVTPI1 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 4815 S. 136th St., Tacoma, WA - Lot 04 K2947172 B1701240 F03 Common Girder 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, 2-4=-16 Concentrated Loads (Ib) Vert: 4=-1349(B) 5=-1343(8) 6=-1343(B) 7=-1343(B) 8=-1343(6) 9=-1343(B) 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:13 2017 Page 2 ID:TZasPCUnFyXNprGI Hu3H_Xyn5tu-Q49j42vPt9IUTRJYshU 1 kpy5FxUHegcJ8yjS0izbMQ8 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 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 r r Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 K2947173 B1701240 G01 Common Supported Gable 1 1 Job Reference (optional) ProBuild Arlington, O -1-0-0 1-0-0 Arlington,WA 98223 6-0-0 6-0-0 4.00 12 2x4 I 3 4x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:13 2017 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-Q49j42vPt9IUTRJYshU 1 kpylYxdteuBJ8yjS0izbMQ8 12-0-0 13-0-0 6-0-0 1-0-0 5 2x4 II 12 • • • II r 3x6 = 10 2x4 I I 9 2x4 11 12-0-0 8 2x4 I 3x6 = 12-0-0 Scale = 1:23.0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 L BCD 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.19 BC 0.10 WB 0.06 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.00 7 n/r 180 Vert(CT) 0.00 7 n/r 120 Horz(CT) 0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 36 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud/Std BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 12-0-0. (Ib) - Max Horz 2=-28(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 2, 6, 10, 8 Max Gray All reactions 250 Ib or less at joint(s) 2, 6, 9 except 10=375(LC 17), 8=375(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-10=-306/74, 5-8=-306/74 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=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6, 10, 8. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 6. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 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. MTek' 250 Klug Circle Corona, CA 92880 Job e Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 K2947174 B1701240 G02 Common 1 1 Job Reference (optional) ProBuild Arlington, n 7 fV -1-0-0 Arlington,WA 98223 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:14 2017 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-uHi51Ow1 eTQL4bukQO?GH 1 VJ1 KvXNKXSMcS?Y8zbMQ7 6-0-0 � 12-0-0 13-0-0 6-0-0 6-0-0 1-0-0 4x4 Scale = 1:23.0 6-0-0 12-0-0 6-0-0 6-0-0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BC LL 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 0.33 WB 0.12 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.04 4-6 >999 240 Vert(CT) -0.08 4-6 >999 180 Horz(CT) 0.01 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 33 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=582/0-5-8, 4=582/0-5-8 Max Horz 2=-28(LC 11) Max Uplift2=-53(LC 6), 4=-53(LC 7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-7=-803/0, 3-7=-747/2, 3-8=-747/0, 4-8=-803/0 BOT CHORD 2-6=0/705, 4-6=0/705 WEBS 3-6=0/255 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-7-9 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; 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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 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 2.00 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) 2, 4. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 AWARNING - 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 ANSI/1711 Quality Criteria, DSB-89 and BCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. mu MiTek' 250 Klug Circle Corona, CA 92880 Job B1701240 • Truss H01 Truss Type Common Structural Gable Qty 1 Ply 1 4815 S. 136th St., Tacoma, WA - Lot 04 Job Reference (optional) K2947175 ProBuild Arlington, Arlington,WA 98223 -1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:14 2017 Page 1 ID:TZasPCUnFyXNprGI Hu3H_Xyn5tu-uHi51Ow1 eTQL4bukQO?GH 1 VR_K_gNK8SMcS?YBzbMQ7 4-2-0 8-4-0 9-4-0 4-2-0 4-2-0 1-0-0 4x4 = 3 4-2-0 8-4-0 4-2-0 4-2-0 Scale = 1:21.6 0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 80 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.27 BC 0.06 WB 0.08 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.00 6 >999 Vert(CT) -0.01 2-6 >999 Horz(CT) 0.00 4 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 38 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 HF Stud/Std OTHERS 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=426/0-3-8, 4=426/0-3-8 Max Horz 2=61(LC 7) Max Uplift2=-22(LC 8), 4=-22(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-377/11, 3-4=-377/10 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=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Gable studs spaced at 2-0-0 oc. 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 100 Ib uplift at joint(s) 2, 4. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7073 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 ANSIRPII 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 4815 S. 136th St., Tacoma, WA - Lot 04 K2947176 B1701240 H02 Common 3 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 ri 0 -1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:15 2017 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-MTGT VkxfPmYBiISw_5W WgE1 d_klX6oxcbGCY4azbMQ6 4-2-0 17-7-8 4-2-0 3-5-8 4x4 = 4-2-0 7-7-8 4-2-0 3-5-8 0 Scale = 1:21.4 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 0.19 BC 0.15 WB 0.05 (Matrix) DEFL. in (loc) 1/deft Vert(LL) -0.01 2-6 >999 Vert(CT) -0.03 2-6 >999 Horz(CT) 0.00 5 n/a Ud 240 180 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 *Except* 4-5: 2x6 DF No.2 REACTIONS. (Ib/size) 2=398/0-3-8, 5=305/Mechanical Max Horz 2=64(LC 7) Max Uplift2=-22(LC 8), 5=-3(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-339/26, 3-4=-318/27, 4-5=-263/23 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 B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 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) 2, 5. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 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/TPII 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 1 Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 `1 K2947177 B1701240 HRK Rafter 11 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 n 1 -1-5-0 1-5-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:15 2017 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-MTGTVkxfPmYBiISw_5W WqE 1f8kKt6oecbGCY4azbMQ6 4-9-15 4-9-15 3x4 4-9-15 4-9-15 rn 0 Scale = 1:17.1 PI ff XY :0-2-: E•, - 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/TPI2014 CSI. TC 0.12 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) 1/deft Lid Vert(LL) -0.02 2-3 >999 240 Vert(CT) -0.02 2-3 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 17 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 3=159/Mechanical, 2=278/0-4-9 Max Horz 2=74(LC 10) Max Uplift3=-57(LC 10), 2=-50(LC 10) Max Gray 3=187(LC 16), 2=287(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 4-9-15 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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 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 capable of withstanding 100 Ib uplift at joint(s) 3, 2. 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) 69 Ib down and 47 Ib up at 2-9-8, and 55 Ib down and 33 Ib up at 2-9-8 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 March 13,2017 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 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 4815 S. 136th St., Tacoma, WA - Lot 04 K2947178 81701240 J01 Jack -Partial 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 N -1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:16 2017 Page 1 I D:TZasPCUnFyXNprGIHu3H_Xyn5tu-gfgsj4yHA4g2Kv17Xp1IMSapM8eZrFulqwx6cl zbMQ5 1-1-9 1-10-15 3-5-8 1-1-9 0-9-7 1-6-9 1-10-3 1-10-3 1-1 115 0-0-i 2 3-5-8 1-6-9 O Scale: 1"=1' LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * DL BC 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.15 BC 0.16 WB 0.00 (Matrix) DEFL. in (Ioc) I/defl Ud Vert(LL) -0.01 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: 8 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (Ib/size) 3=71/Mechanical, 2=193/0-3-8, 4=26/Mechanical Max Horz 2=50(LC 8) Max Uplift3=-41(LC 8), 2=-5(LC 8) Max Gray 3=71(LC 1), 2=227(LC 14), 4=58(LC 3) 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 3-5-8 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; VuIt=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 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) 3, 2. 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) 39 Ib down and 39 Ib up at 1-10-3 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. 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, 2-4=-16 Concentrated Loads (Ib) Vert: 3=-39(F) March 13,2017 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 budding 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 ANSIRPII 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 , , r Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 K2947179 B1701240 J02 JACK 4 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:16 2017 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-gfgsj4yHA4g2Kv17Xp1IMSap08fjrFulqwx6cl zbMQS 3-5-8 3-5-8 3-5-8 3-5-8 Scale = 1:17.5 Plate Offsets (X.Y)-- [2:0-1-11,0-2-31 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 0.18 BC 0.09 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.01 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: 11 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=94/Mechanical, 2=239/0-5-8, 4=25/Mechanical Max Horz 2=79(LC 8) Max Uplift3=-44(LC 8), 2=-5(LC 8) Max Gray 3=94(LC 1), 2=239(LC 1), 4=57(LC 3) 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 3-5-8 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; 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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 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) 3, 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111-7473 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 ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. March 13,2017 MI MiTek' 250 Klug Circle Corona, CA 92880 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.13 Vert(LL) -0.00 2 >999 240 MT20 185/148 BC 0.03 Vert(CT) -0.00 2-4 >999 180 WB 0.00 Horz(CT) -0.00 3 n/a n/a (Matrix) Weight: 7 Ib FT = 20% Job Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 * K2947180 B1701240 J03 JACK 11 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:16 2017 Page 1 I D:TZasPCUnFyXNprGIHu3H_Xyn5tu-gfgsj4yHA4g2Kv17Xp1IMSapk8gfrFulqwx6cl zbMQ5 1-11-8 1-11-8 1-11-8 1-11-8 Scale = 1:12.4 Plate Offsets (X Y)-- [2:0-1-11 0-2-3] 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 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 2=175/0-5-8, 4=15/Mechanical, 3=46/Mechanical Max Horz 2=52(LC 8) Max Uplift2=-10(LC 8), 3=-22(LC 8) Max Gray 2=194(LC 14), 4=34(LC 3), 3=47(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 1-11-8 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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 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) 2, 3. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 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 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 ANSI!TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. M7ek' 250 Klug Circle Corona, CA 92880 Job , I , Truss Truss Type Qty Ply 4815 S. 136th St, Tacoma, WA - Lot 04 K2947181 B1701240 J04 GABLE 1 1 Job Reference (optional) Ington, -1-0-0 1-0-0 8.00 12 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:17 2017 Page 1 ID:TZasPCUnFyXNprGIHu3H_XynStu-IsOEwQzvxOovx3cJ5WY vf7 eY0 ainv3Zhf9TzbMQ4 35-8 — 3-5-8 2x4 I I 3 2x4 I 4 • • i _rte 1 3x4 = 6 5 2x4 I I 2x4 Scale = 1:17.5 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 0.12 BC 0.02 WB 0.02 (Matrix) DEFL. in (roc) I/defl L/d Vert(LL) 0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) -0.00 5 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 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 5=40/3-5-8, 2=163/3-5-8, 6=153/3-5-8 Max Horz 2=68(LC 5) Max Uplift5=-9(LC 5), 2=-2(LC 8), 6=-31(LC 8) Max Gray 5=42(LC 16), 2=188(LC 14), 6=153(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 3-5-8 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; VuIt=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=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 6. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE *88-7473 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. MTek' 250 Klug Circle Corona, CA 92880 J, b , r Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 T K2947182 B1701240 SO1 Jack -Open 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 ri Y 0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:17 2017 Page 1 I D:TZasPCUnFyXNprGIHu3H_Xyn5tu-IsOEwQzvxOovx3cJ5WY_vf7?YYOUai8v3Zhf9TzbMQ4 1-10-15 210-0 1-10-15 0-1-1 3x4 = 3 1-10-15 2t0 -p 1-10-15 0-1-1 m Scale = 1:11.4 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 0.06 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.00 1-3 >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- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 1=82/Mechanical, 3=16/Mechanical, 2=66/Mechanical Max Horz 1=36(LC 8) Max Uplift2=-27(LC 8) Max Gray 1=82(LC 1), 3=36(LC 3), 2=66(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 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; 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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 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 ANSIfTPI1 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 Jo b a r Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 K2947183 81701240 X01 Flat Girder 1 1 Job Reference (optional) robuiington, rlington,WA 98223 N O 0 4-11-12 4-11-12 5x8 = 2x4 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:18 2017 Page 1 I D: TZasPC UnFyXNprG I Hu3H_Xyn5tu-m2yc8mzXihwmZC BVfE4DRtf0Uy9FJzg2H DQDhvzbMQ3 9-7-12 14-7-8 4-8-0 4-11-12 3x4 = 5x8 = 11 13 12 3x6 I I 14 15 10 16 10x10 = 4-11-12 4-11-12 17 18 9-7-12 9 8x8 = 19 14-7-8 20 87 3x6 4-8-0 4-11-12 Scale = 1:58.7 Plate Offsets (X,Y)-- [2:0-2-8.0-1-12]. [5:0-2-8.0-1-12]. [9:0-2-8.0-4-12] 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 0.69 BC 0.85 WB 0.81 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.07 10-11 >999 240 Vert(CT) -0.12 10-11 >999 180 Horz(CT) 0.00 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 143 Ib FT = 20% LUMBER - TOP CHORD 2x6 DF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 HF No.2 `Except* 2-11,5-8: 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 11=2996/Mechanical, 8=3258/Mechanical Max Horz 11=247(LC 7) Max Uplift 11=-434(LC 4), 8=-468(LC 5) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11=-2422/385, 2-3=-1111/159, 3-4=-1111/159, 4-5=-1115/161, 5-8=-2427/386 BOT CHORD 10-16=-227/1115, 16-17=-227/1115, 17-18=-227/1115, 9-18=-227/1115 WEBS 2-10=-390/2513, 3-10=-340/85, 4-9=-344/169, 5-9=-392/2523 2-0-0 oc purlins (6-0-0 max.): 1-6, except end verticals. Rigid ceiling directly applied or 9-6-6 oc bracing. 1 Row at midpt 2-11, 5-8, 3-10, 4-10, 4-9 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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) Provide adequate drainage to prevent water ponding. 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, with BCDL = 8.0psf. 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) except (jt=lb) 11=434, 8=468. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated bad(s) 714 Ib down and 99 Ib up at 1-8-4, 714 Ib down and 99 Ib up at 3-8-4, 714 Ib down and 99 Ib up at 5-8-4, 714 Ib down and 99 Ib up at 7-8-4, 714 Ib down and 99 Ib up at 9-8-4, and 714 Ib down and 99 Ib up at 11-8-4, and 714 Ib down and 98 Ib up at 13-8-4 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 Continued on page 2 March 13,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103/2015 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, 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 J(b 4, Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 4 1(2947183 B1701240 X01 Flat Girder 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:18 2017 Page 2 I D:TZasPCU nFyXNprGI H u3H_Xyn5tu-m2yc8mzXihwmZCBVfE4DRtf0Uy9FJzg2H DQDhvzbMQ3 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-70, 2-5=-70, 5-6=-70, 7-12=-16 Concentrated Loads (Ib) Vert: 9= -714(6)13= -714(B)15= -714(B)16= -714(B)18= -714(B)19= -714(B)20= -714(B) A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE API -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 ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1111 MiTek' 250 Klug Circle Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION 1 " Center plate on joint unless x, y 4 offsets are indicated. Numbering 6-4-8 System dimensions shown in ft -in -sixteenths A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or altemative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. s 4. Provide copies of this truss design to the building 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 ofreen or treated lumber may y 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 s ANSI/Ta 1 Quality Criteria. I 1 TOP CHORDS (Drawings not to scale) 2 3 MirDimensions are in ft -in -sixteenths. Apply plates to both sides of truss I and fully embed teeth. �'16 �� TOP CHORD 1 Li \I II I 1 Pi joiniliA �� 4 p = U n ■_� For 4 x 2 orientation, locate plates 0 'hA' from outside edge of truss. This symbol indicates the c7-8 cs C5-6designer, 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 •M� location x �i�� 1 connector plates. 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 • ' MiTek Engineering Reference Sheet: MEM. e Te k ® MII-7473 rev. 10/03/2015 number where bearings occur. Min size shown is for crushing only. = Industry Standards: ANSI(rPi t National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: BuildingComponent SafetyInformation, P - Guide to Good Practice for Handling, Installing & Bracing of Metal Plate ' Connected Wood Trusses. M p O) O) 3 3 3 31) "0 -0 -0 -0 C O 0 0 0 7 7 7 7 C C G) G) o �wcca O O '' o Oo 0) W A N Co 0) _ _ C -1 O O - O 0 a a 0) a0 �' o 0-1 ( o 0 (D o j0.0 2 9 . C 9 X X = X -'3 N W W x W 31 O O W O N ., O 0 to 0 tp O O00 O A CO M 'A0)0c O—, 'O 0-00)00 a a a • o 0 02 Co a 0) A,K 00 M 00' 0 X - =-, W X X X TI 0 W W CO y O O to 0 o O O O .i ..i c N uaa01Teld a euJn j 6U!1103 pa}Inen Z I•/t7 • •Jo;e3lpul pue ;lel ssnal = fJt CT O O O O HGUS28-2 HUS26 16-06-00 15-06-00 P PHO3uiId FrstSource BUILDER: --- ---_-- Cary lang const. PROJJCT: ADASS : ir 20815 67th Ave NE Arlington, WA 98223 Phone: 1-360-925-4155 Subdiv : MODEL : LS2-2825-3 LOT: #4 JOB 8: J1702135 THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See the individual design sheets for each truss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult "Bracing of wood trusses" available from the Truss Plate Institute, 583 D'Onifrio Drive; Madison, WI 53179 1/2/2019 City of Tukwila Department of Community Development CARY LANG 2981524 AVE SW FEDERAL WAY, WA 98023 RE: Permit No. D18-0071 CODIGA - LOT D 12568 51ST PL S Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 2/27/2019. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or fmal inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 2/27/2019, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, -1i.W--if Bill Rambo Permit Technician File No: D18-0071 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 March 5, 2019 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118-3216 USA Tel: (206) 725-4600 • Toll Free: (888) OTTO-4-US • Fax: (206) 723-2221 WBE W2F5913684 • WABO Registered Agency • Website: www.ottorosenau.com FINAL REPORT City of Tukwila Building Department 6300 Southcenter Blvd, Suite 100 Tukwila, Washington 98188-2544 Project: Natera Storage Facility Permit Number: 018-071 Address: 3215 South 116th Street, Bldg. 3 -Suite 109, Tukwila Job Number: 18-0729 We state that the work requiring special inspection was, to the best of our knowledge, in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. Our knowledge is limited to our reports. All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and/or details of the building. Items inspected are: Lateral framing Epoxy grouted reinforcing steel Epoxy grouted anchor bolts Reinforced concrete Pull Testing Mechanical anchor bolts Sincerely, OTTO ROSENAU & ASSOCIATES, INC. Crista Moser Executive Assistant RECEIVED ^ITY OF TUKWILA MAR 0 7 2019 PERMIT CENTER 1 Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D18-0054 / D18-0055 / D18-0056 / D18-0071 / D18-0080 Grantor: CARY LANG CONSTRUCTION, INC., a Washington State Corporation Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 50TH PL South and adjacent to 12553 to 12570 — 51th PL South. Abbreviated Work Description: Work within the City Right -of -Way; including street paving, driveway access, traffic control, water service, 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. r IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this 11° day of /1/1-'6C/ , 2018. Authorized Signature / Grantor STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that W1 is the person who appeared before me, and said person acknowledged that he signed this instrument, o t st ted tl�at he was authorized to execute the instrument and acknowledged it as the '[ of Cary Lang Construction, Inc., a corporation, to a the free and voluntary act of such party for the uses and purposes mentioned in this instrument. Dated \10\164 &IAN 94bk1 Notary Public in residing at My appointment expires DATED this GRANTEE: By: Print Name: Its: CITY of TUKWILA far'' Henry Hash day of MC , 2018 Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) On this day, before me personally appeared HENRY HASH 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:tre,<.,(:-.. , /2 (,(.4%,A - NOTARY ( NOTARY PUBLIC, in and for the State of Washington, residing at1\' rt. My commission expires: frc-t a'ERMIT COORS COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0071 DATE: 03/14/18 PROJECT NAME: COTIGA - LOT D SITE ADDRESS: 125 PL S t/W1 Or PI 5 3't( km X Original Plan Subm 1! ; : : Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: fps A�w C Building Division 11 Kblk Works Fire Prevention Structural ivi-\\53 dg �lanni� P DiPSvision ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 03/15/18 Structural Review Required REVIEWER'S INITIALS: DATE: E APPROVALS OR CORRECTIONS: DUE DATE: Approved ❑ Approved with Conditions Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: 04/12/18 REVIEWER'S INITIALS: DATE: C4nter CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW ❑ Staff Initials: 12/18/2013 ) City of Tukwila 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 Parcel No: 0179002464 Address: 12567 51ST PL S Applicant: CODIGA - LOT D WATER METER INFORMATION Permit Number: D18-0071 Issue Date: 5/10/2018 Permit Expires On: 2/27/2019 DESCRIPTION OF WORK: NEW SFR - 2825 SF LIVING SPACE, 636 SF GARAGE, 132 SF COVERED PORCHED PUBLIC WORKS ACTIVITIES INCLUDE: LAND ALTERING, EROSION CONTROL, WATER METER & WATER SEVICE LINE, SANITARY SIDE SEWER, STORM DRAINAGE, DRIVEWAY ACCESS, UNDERGROUNDING OF POWER, TRAFFIC CONTROL, ALLENTOWN FLOOD PRONE ELEVATION, AND STREET USE. METER #1 METER #2 METER #3 Water Meter Size: 1" Water Meter Type: PERM Work Order Number: 21840115 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 INC Page 1 of 2 Home Espanol Contact Search L&I Safety & Health Claims & Insurance 0 Washington State Department of Labor & Industries A -Z Index Help My L&I 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. CARYLCI101 OF 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 Developers Surety & Indem Co Policy no. BIS00028853 $1,000,000.00 Received by L&I Effective date 08/24/2017 09/10/2017 Expiration date 09/10/2018 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 No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601231391 &LIC=CARYLCI101 OF&SAW= 5/10/2018 CARY LANG CONSTRUCTIONAC License Violations No license violations during the previous 6ear period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID 582,910-00 Account is closed. Doing business as CARY LANG CONSTRUCTION INC Estimated workers reported NIA L&I account contact T2 / MATT PEDERSEN (360)902-5476 - Email: PEDM235@Ini.wa.gov Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health No inspections during the previous 6 year period. Page 2 of 2 CO Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Wash ngton. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601231391 &LIC=CARYLCI 101 OF&SAW= 5/10/2018