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Permit D18-0192 - FOSTER PARK - NEW SINGLE FAMILY RESIDENCE
FOSTER PARK 13819 51ST AVE S D18-0192 Parcel No: Address: Project Name: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 0003000059 13819 51ST AVE S FOSTER PARK COMBOSFR PERMIT Permit Number: D18-0192 Issue Date: 8/17/2018 Permit Expires On: 2/13/2019 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: DECKER JOAN K 1040 S 320TH ST #4 , FEDERAL WAY, WA, 98003 BINH DINH 10308 125 AVE SE , RENTON, WA, 98056 Phone: (206) 578-2828 OWNER AFFIDAVIT- BINH DINH Phone: License No: Expiration Date: Lender: Name: BINH DINH Address: 10308 15 AVE SE , RENTON, WA, 98056 DESCRIPTION OF WORK: CONSTRUCT A NEW 2825 SQ FT SINGLE FAMILY RESIDENCE WITH A 363 SQ FT ATTACHED GARAGE. Public Works ACTIVITIES INCLUDE ACCESS DRIVEWAY, EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, SANITARY SIDE SEWER, 1" WATER SERVICE AND WATER METER, STREET USE, PAVEMENT RESTORATION. Project Valuation: $401,538.38 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V -B Electrical Service Provided by: TUKWILA Fees Collected: $21,351.28 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: Volumes: Cut: 150 Fill: 150 Landscape Irrigation: Sanitary Side Sewer: Number: 1 Sewer Main Extension: Storm Drainage: 1 Street Use: 1 Water Main Extension: Water Meter: Yes Permit Center Authorized Signature (bri Date:Vr0 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 lVr Print Name: Date: "1 11 /IT This permit shall become null and void if the work is not commenced within 180 clays 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: 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. 20: Manufacturers installation instructions shall be available on the job site at the time of inspection. 21: 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. 22: 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. 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 load from building construction. No plumbing piping shall 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: ***PUBLIC WORKS PERMIT CONDITIONS***Minimum 24 hours in advance applicant shall call Public Works at 206 433-0179 to schedule a mandatory pre -construction meeting with Mr. Scott Moore, PW Inspector. 38: 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. 39: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 40: 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. 41: 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. 42: 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. 43: Any material spilled onto any street shall be cleaned up immediately. 44: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 45: 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. 46: 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. 47: 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. 48: 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. 49: 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. 50: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured) shall be submitted.Contractor performing work inside the City right-of-way shall have a valid Tukwila business license. 61: The property owner is responsible for maintenance of any new and existing on-site storm drainage systems including splash blocks, dry wells, infiltration trenches, dispersion trenches, catch basins, yard drains, bioretention, permeable pavement, rainwater harvesting, and perforated pipe connections, as applicable. Following the Public Works Final Inspection for this Building permit, the property owner shall inspect, maintain and correct on-site storm drainage systems in accordance with the 2016 King County Surface Water Design Manual & TMC 14.30.080. 64: Project is subject to the pavement mitigation fee based on the remaining age of roadway pavement and the area disturbed during construction. The fee amount to be determined by the Public Inspector and shall be paid by the applicant prior to final permit sign-off.Construction shall be performed in accordance with May 22, 2018 Geotechnical Engineering Report prepared by MIGIZI GROUP, Inc., PO BOX 44840, Tacoma, WA 98448, phone (253) 537-9400. 51: Prior to backfill of pipe and final sign off, provide as -constructed plan sheet showing dimensions in relation to property line and house. 60: TO SCHEDULE ALL FIRE INSPECTIONS CALL 206-575-4407. 52: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 53: 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). 55: 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) 56: 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) 57: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 54: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 58: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 59: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 62: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x $xx.xx per sq. ft. = $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 63: Maintain emergency, pedestrian, and vehicular access to buildings, trails and transit at all times. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 5230 PAVING AND RESTORE 0608 PIPE INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 8005 ROUGH -IN PLUMBING 5070 SANITARY SIDE SEWER 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM CITY OF TUKf LA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Project No.: ermit No. I Date Application Accepted: v. Date Application Expires: (For of we use on COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION Site Address: lir Rh PROPERTY OWNER _ r t' Name: 2,1,0k "\1I`�' 1 a Name:it7 LI), ib T, City: n C (46 v( State: t_ /}� Zip:1 �[,,,1 "v F� W Addressii til 1 57 et f,1 5 ( /t VState: Email: (A, �� 1002- O1$t1 (. COM City:-� /, �. rt / 1 U(/4^ � If—If� l� !+� Zip: t j ��l D CONTACT PERSON — person receiving all project communication _ r t' Name: 2,1,0k "\1I`�' Address: Ct) 4 l Lr la. of c S,L� City: n C (46 v( State: t_ /}� Zip:1 �[,,,1 "v F� W Phone: (06_c -.16_,,q, Fax: Email: (A, �� 1002- O1$t1 (. COM GENERAL. CONTRACTOR INFORMATION '''b Company Name: \ d kV , I, j 4.. 1177 Company Name: Add ss: Company Name: Architect Name: Ci : State: Zip: P ne: Fax: 1✓2 ontr Reg No.: Exp Date: City: /Fukwila Business License No.: Zip: King Co Assessor's Tax No.: ©00 9)d r% 0 5-9 Uit ,((5 ARCHITECT OF RECORD Name:} Company Name: t hit.11) M k a Company Name: Architect Name: l C—N 1� Address: 1✓2 Engineer Name: City: State: Zip: Phone: Fax: Address: Email: ENGINEER OF RECORD Name:} 1 I�+ \ ` I (tA_ Company Name: c&f� l C—N 1� l %`f 1✓2 Engineer Name: City: State: Zip: Address: City: State: Zip: Phone: Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.0 5) Name:} 1 I�+ \ ` I (tA_ ` 1j t_k. Address: City: State: Zip: H:Wpplications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 47S -0/ 7S-0 0 0 Scnpe of work (please provide detailed information): I ,1-103" • fk S -H0i'it 3 9eLovie. DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement lst floor 25- I '7'15- 2nd 2nd floor ` 60 Garage carport ■• /! / (l b Deck — covered • uncoverec Total square footage . a 6/ 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 - 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 $ C-1100 fuel type: ❑ electric agas furnace <100k btu appliance vent i l ventilation fan connected to single duct thermostat � wood/gas stove water heater (electric) emergency generator other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ bathtub (or bath/shower combo) 1 dishwasher lavatory (bathroom sink) water heater (gas) $OO bidet floor drain sink lawn sprinkler system H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh 1 clothes washer t-/ shower water closet 5 gas piping outlets Page 2 of 4 I? PUBLIC WORKS PERMIT INFORRION — Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT R.. Tukwila ❑ ...Water District #125 .. Letter of water availability provided S WER DISTRICT Tukwila .. Sewer use certificate 0... Highline ❑ ...Valley View 0...Renton ❑ ...Letter of sewer availability provided 0 .. Renton 0 .. Seattle SEPTIC SYSTEM: 0 .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): 0 .. Civil Plans (Maximum Paper Size — 22" X 34") 0 .. Technical Information Report (Storm Drainage) 0 .. Bond 0... Insurance 0... Easement(s) 0... Geotechnical Report ❑ ...Hold Harmless — (SAO) ❑... Maintenance Agreement(s) ❑ ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ .. Right -Of -Way Use - Potential disturbance ❑...Construction/Excavation/Fill - Right -of -Way...❑ 0 .. Total Cut 0 .. Total Fill Sanitary Side Sewer Cap or Remove Utilities Frontage Improvements Traffic Control Cubic Yards Cubic Yards Permanent Water Meter Size ❑ .. Residential Fire Meter Size ❑ .. Deduct Water Meter Size -or- Non Right -of -Way.. 0 0... Work In Flood Zone ❑... Storm Drainage 0... Abandon Septic Tank ❑ ..Trench Excavation O ... Curb Cut ❑ ..Utility Undergrounding 0...Pavement Cut 0 ..Backflow Prevention - Fire Protection O ... Looped Fire Line Irrigation Domestic Water WO # 53 WO # 0 .. Temporary Water Meter Size " WO # 0 .. Sewer Main Extension Public 0 - or - Private 0 ❑ .. Water Main Extension Public ❑ - 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 ❑ .. water ❑ .. sewer MONTHL RVQ ] BILskING TO: Name: NN _ Mailing A. dress: 101 g a (2 jftv number of public fire hydrant(s) 0 .. sewage treatment WATER ETER REFUND/BILLING: Name: Mailing A ess: Day Te1e hone: (0 6 — 1 � 74( ke jot./ vvA- hoc& City State Zip Day Telephone: City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11. docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES* PPLICABLE TO ALL PERMITS IN THI&APPLICATION — •� Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. 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. PROPERTN7R Olt A THOR ED AGENT: T7 1.0 4- %IV` Mailing Address: (b3 ris � S Signature: Print Name: H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Date: C 12 Day Telephone: 12t d --I 5 --rAgi 0/A— 9 gosh City State Zip Page 4 of 4 CITY OF TUQ'ILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination _Permit Projeet-: Date Application Accepted: Date Application Expires (For office use only). COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE'LOCATION` Site Address: l King Co Assessor's Tax No.: 000 970 0 0 5-9 ':PROPERTY OW ' Name: '97 1.6 c \ j 1.\ i T% `\ iN�ER Name: 112 i N t.t b IN 11, A ,,t ,- City: coff 6 r- S, Address; i ,t -Ain: ! ( State: _ /J,y Zip:1 c61.);.-1-() "" �� Phone: to C' _ci ii. , 1 /6_ r � City: , lam -01 State: �(/_ ��f 1 l) Zip: i F�' D .CONTACT PERSON := person receiving all project . communication .. ' Name: '97 1.6 c \ j 1.\ i T% `\ Address: (t j tii (i, A ,,t ,- City: coff 6 4 State: _ /J,y Zip:1 c61.);.-1-() "" �� Phone: to C' _ci ii. , 1 t Fax: Email:j � `k L tl. 1 0 e „2. its lltl; (. (. CSM GENERAL CONTRACTOR INFORMATION Nb Company Name: -71; \ I j k.\_ ‘ i\) 4., Add ss: tA-0) P k fi e - iCi : State: Zip: P one: Fax: ontr Reg No.: Exp Date: ukwila Business License No.: ARCHITECTOF RECORD' Name: Company Name: tA-0) P k fi e - c .E6,0_ Architect Name: t-2 Engineer Name: Address: City: City: State: Zip: Phone: Fax: State: Email: Phone: ENGINEER .OF, RECORD , _: Name: 0 Company Name: c .E6,0_ j , t-2 Engineer Name: City: Address: Zip: City: State: Zip: Phone: Fax: Email: °LENDER/BOND ISSUED (regulred:for projects $5,000 or :- ;greater. er RCW 19.2:7:05 Name: 0 Address: City: State: Zip: H:Wpplications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 PROJECT. INFORMATION - �J. Valuation of project (contractor's bid price): $ �O 0 c) (0 Scfjpe of work (please provide detailed information): DETAILED :BUILDING INFORAMTION - PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement Ist floor ` Z1 5- ( 2nd floor j / oz, - Garage carport ■ % • PUBLIC: WORKS PERMIT INFO... ATION Scope of work (please provide detailed information): D (( �S,f j 57V le -Al At2#91•V 5T1T 0.5c.;/" 1 M feoM 71-EM4-rN GA -N , Az--G702/A/ Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT Tukwila 0 ...Water District #125 ] .. Letter of water availability provided S WER DISTRICT Tukwila ❑...Valley View 0...Renton .. Sewer use certificate 0 ...Letter of sewer availability provided ❑... Highline ❑ .. 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 ❑ .. Civil Plans (Maximum Paper Size — 22" X 34") ❑ .. Technical Information Report (Storm Drainage) ❑ .. Bond ❑... Insurance ❑... Easement(s) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ .. Right -Of -Way Use - Potential disturbance ❑...Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. 0 ❑... Work In Flood Zone 0... Storm Drainage APPLY): 0... Geotechnical Report 0 ...Hold Harmless — (SAO) ❑... Maintenance Agreement(s) 0 ...Hold Harmless — (ROW) ❑ .. Total Cut ❑ .. Total Fill Cubic Yards Cubic Yards SL. Sanitary Side Sewer .. Cap or Remove Utilities 0 .. Frontage Improvements ❑ .. Traffic Control E.. Permanent Water Meter Size ❑ .. Residential Fire Meter Size ❑ .. Deduct Water Meter Size ❑ .. Temporary Water Meter Size " WO # ❑ .. Sewer Main Extension Public ❑ - or - Private 0 0...Abandon Septic Tank ❑... Curb Cut 0...Pavement Cut 0... Looped Fire Line " WO# IY10/25 " WO# 0 .. Trench Excavation ❑ .. Utility Undergrounding ❑ ..Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) 0 .. water ❑ .. sewer ❑ .. sewage treatment MONTHLY RVICEEIL GTO: Name: 0 Mailing A. dress: t oif d WATER : ETER REFUND/BILLING: Name: Mailing A.. ress: Day Tele hone:0 6 `" 1 -44 CityState ! Zip Day Telephone: City State Zip H:\Applications\Forms-Applications On Line \2011 Applications \Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES tPPLICABLE TO ALL PERMITS IN THIS -APPLICATION 7. I. 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. PROPER R O A THOR ED AGENT: Signature: �� Print Name: —P-7 1,0 Mailing Address: (63 d4 j 2'i 't H:\Applications\Porms-Applications On Line ‘2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Date: C (-7 Z, l Day Telephone: at 5 ZZ AEAlr a Pi LA/A— ? City State Zip Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID $369.60 $369.60 $369.60 $369.60 $369.60 PermitTRAK D18-0192 Address: 13819 51ST AVE S Apn: 0003000059 PUBLIC WORKS PAVEMENT MITIGATION TOTAL FEES PAID BY RECEIPT: R18098 R000.344.101.00.00 0.00 Date Paid: Thursday, July 11, 2019 Paid By: BINH DINH Pay Method: CHECK 1009 Printed: Thursday, July 11, 2019 11:53 AM 1 of 1 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK I ACCOUNT 1 QUANTITY : PAID $367.83 C18-0009 Address: 13819 51ST AVE S Apn: 0003000059 - $300.00 PUBLIC WORKS $300.00 TRAFFIC CONCURRENCY R104.367.121.00.00 0.00 $300.00 D18-0192 Address: 13819 51ST AVE 5 Apn: 0003000059 $67.83 DEVELOPMENT $67.83 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R15511 R000.345.830.00.00 1.00 $67.83 $367.83 Date Paid: Friday, September 28, 2018 Paid By: BINH CONG DINH Pay Method: CHECK 154 Printed: Friday, September 28, 2018 3:49 PM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY I PAID $208.34 D18-0192 Address: 13819 51ST AVE S Apn: 0003000059 $208.34 Credit Card Fee $6.07 Credit Card Fee I R000.369.908.00.00 0.00 $6.07 DEVELOPMENT $196.32 PERMIT FEE R000.322.100.00.00 0.00 $118.98 PLAN CHECK FEE R000.345.830.00.00 0.00 $77.34 TECHNOLOGY FEE $5.95 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R15433 R000.322.900.04.00 0.00 $5.95 $208.34 Date Paid: Wednesday, September 19, 2018 Paid By: BINH DINH Pay Method: CREDIT CARD 190918E3D-88F6F144-2 Printed: Wednesday, September 19, 2018 4:16 1 of 1 PM CRWSYSTEMS Cash Register Receipt City of Tukwila R15177 DESCRIPTIONS I ACCOUNT 1 QUANTITY PermitTRAK PAID $18,397.17 D18-0192 Address: 13819 51ST AVE S Apn: 0003000059 $18,397.17 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 $4,964.67 PERMIT FEE R000.322.100.00.00 0.00 $4,160.17 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $400.00 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $400.00 IMPACT FEE $4,240.00 FIRE R304.345.852.00.00 0.00 f $1,571.00 PARK R104.345.851.00.00 0.00 $2,669.00 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 $1,388.72 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 $1,297.22 TECHNOLOGY FEE $232.78 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R15177 R000.322.900.04.00 0.00 $232.78 $18,397.17 Date Paid: Friday, August 17, 2018 Paid By: BINH DINH Pay Method: CHECK 153 Printed: Friday, August 17, 2018 11:28 AM 1 of 1 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $2,954.11' D18-0192 Address: 13819 51ST AVE S Apn: 0003000059 $2,954.11 DEVELOPMENT $2,704.11 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,704.11 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R14778 R000.322.100.00.00 0.00 $250.00 `, $2,954.11 Date Paid: Friday, June 22, 2018 Paid By: BINH DINH Pay Method: CHECK 191 Printed: Friday, June 22, 2018 9:34 AM 1 of 1 SYSTEMS CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 09/19/2018 04:14:43 PM CREDIT CARD SALE VISA CARD NUMBER: **********9158 K TRAN AMOUNT: $208.34 APPROVAL CD: 09388D RECORD #: 000 CLERK ID: DAdams INVOICE #: d18-0192 Thank you! Customer Copy • • CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 0017340000802374464500 Date: 09/19/2018 04:14:43 PM CREDIT CARD SALE VISA CARD NUMBER: **********9158 K TRAN AMOUNT: $208.34 APPROVAL CD: 09388D RECORD #: 000 CLERK ID: DAdams INVOICE #: d18-0192 X {CARDHOLDER'S SIGNATURE} I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy 0 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME PERMIT # 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. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: 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 less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume cubic yards Enter total fill volume cubic yards $250 (1) Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volume 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 (4) $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ The Plan Review and Approval fees cover TWO reviews: I) 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. RECEIVED CITY OF TUKWILA Approved 09.25.02 Last Revised 01.01.18 bto-oriz JUN 22 2018 PERMIT CENTER INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION ot9z. 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Project: 4EflAddre' 1211C�IZAZ_ Type of Inspection: MA 5144-J Date Callel•- Special Instructions: 22. `-4,,,.' Date Wanted: a.m. n_` 13 Requester: _ TIr Phone No: Zap J1e3 77SzS krApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: al ile/ind_ / /1 Inspector:7a, Date: 7—/t20/9 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 (206) 431-3670 pg, oat 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Project: ri t CE:IL. 1010-41. Type of Inspection: Z e4!s ye41,1S Address: )3 619 5/6 S. Date Called: Special Instructions: Date Wanted: a.m. 1•W, Requester: ''''rt IFIP AO. 44 Phone No: Zc(o s e z$z Approved per applicable codes. Corrections required prior to approval. COMMENTS: 6:641- 4, Inspector: Date: 7.>o.P REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D rff -0l97 Project: IG, Z Tof Insp ttion: ,� �--` vi d. c/dc - 74- Address: /7 / 5 S/r4ve�57, O�as+aEa °Cr ZrFritiAL- / d!!'l i ' /'11 iQ C /V �O' Special Instructions: Date Wanted: —7..../0 — 2....440 a.m. p.m. Requester: s3 Pc �tsf , 6tl 0) Nd- P Phone No: U 2628 Approved per applicable codes. Corrections required prior to approval. COMMENTS: c/dc - 74- eJed jIUdfLItcL °Cr ZrFritiAL- / d!!'l i ' /'11 iQ C /V �O' , " (S -e .Clew a1 iir_ s Aredvsovio S is nk94- c ��vi /I — Lo.cCGcGr l 't.g. Alet4/ arex-ili L1N- e? -if Dr$,;1 ` P Pc �tsf , 6tl 0) Nd- P Inspector: 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) 438-9350 btte2 orlz- Project:�__ � `!'Frfi"v�1� Type of Inspection: ctl ill'' Address: /3O(7 57 fivcC Date ailed: Special Instructions: Date Wanted: to -V. 60.1 a.m. p.m. Requester: Phone No: ElApproved per applicable codes. ED Corrections required prior to approval. COMMENTS: �6atoll 0.- L� icf 11,1 veelay3 Date ED 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 Did ®Av 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: Type of In pecti n: Address: 6 Sim, ,/i'r ,ice Date Called: Special Instructions: Date Wanted: / , 4-`A 1 _ � p.m. Requester: Phone No: Approved pericable codes. ❑ Corrections required prior to ipproval. COMMENTS: rl ll9sk.ki0� 7.7_25 GcLeti-,:t-,-K) Inspector: nCIL Y Date: 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. ERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 4&Wi PaeAL- Type of Inspection: 5 ((p 4 15 -01 -i -- Address: 13061 5/ 57 ,/a S - Date Called: Special Instructions: Date Wanted: 1-Zio-�5 a.ni: Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. (4;f-5 Inspector: E'REINSPECTION FE paid at 6300 Southcenter Blvd Suite Date: 1,- 2o9 E REQUIRED. Prior to next inspection. fee must be Rt.1 Ger-5 prptr 1-4 ^2Oi/ 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) 438-9350 Project: f (6i vl4at�``// - Type of Inspection: RO b-RA.14- Address: Biem 5/ sr,as Date Called: Special Instructions: Date Wanted: / (o--1% Requester: ,/ ` > 41 Phone No: Zo(d 370 : 6z ;s2rpproved per applicable codes. 0 Corrections required prior to approval. COMMENTS: 074 ov Inspector p7 Date:67 26 2 n 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 0cs-0192. 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: + r h se li� - TL f pe i/o.�p, u giCreti Address: /33/9-57 141/e -i 5 e Date Calle417Ad Special Instructions: , / 11035— Date Wanted: a.m. p.m. -Zn5 5 Reque�to j 13. i/V Phone No: S78-- Z 2J Approved per applicable codes. Corrections required prior to approval. OMMENTSS Inspector:76fes.... j 0 Date3 zoic, REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 110 INSP ON NO. INSPECTION RECORD Retain a copy with permit &Z PERMIT 0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Address: `as c\ 41 41 . Date Called: Special Instructions: q035-) Date Wanted: enT Requester: } Phone No:_ __ -� G% iSAC5 ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: SS/./U i•tvvi (Ax.)/7-, %jrhr�er arc) -, insittet t4itr 1r ' �tt,l J ss/J Inspecto : t �p 40F Sys kler (1/11 (voival re- te kebve." REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcerat Blvd Sui 11 to schedule insp tion. 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 c)4I©1 z_ Project:e,{ N' Type of Inspection: /G Address:Date 010161, '3 - Called: Special Instructions: Date Wanted: 2-a- 19 rr p.m. Requester: Phone No: ❑ Approved per applicable codes. a Corrections required prior to approval. COMMENTS: list_ 1, y_l r Date: REINSPECTI FEE REQUIRED. Prior to next inspection, fee must be Inspector: paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 5ie tygz 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: -. ,z P4'U1 Type of Inspection: �p t, 4 Address: 13eot 5 A & 6 - Date Ca ed: Special Instructions: Date Wanted: ZMO" / a.m. p.m. Requester: -- � t i Phone No: 2aL' 516 7m EjApproved per applicable codes. Corrections required prior to approval. COMMENTS: ‘442-Y4 Inspector: Date: ,l��7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit oi 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: Type of Inspection: Date: Addre s: 1, gi e a.i.ST f}ik, S Date Called: 0 t as1 Special Instructions: Date Wanted: 0/ /a s CC 9 a.m. P.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: l9� AANkin SpoNY- la 40" Inspector: 4 tA' n �i ttv Date: 19 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must he paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. CITY OF TUKWILA BUILDING 6300 Southcenter Blvd., #100, Tukwila. WA 98 Permit Inspection Request Line (206) 438-9350 INSPECTION RECORD Retain a copy with permit 1 13-0/IZ PERMIT NO. (206) 431-36xs�_ 1 MCC(c J Project: +ev-cil� -03TAddress: Type of ,,// a�L G Y� / �1 S sj" Date Called: Special Instwctions Date Wanted: a.m. Z ../...2.0 �� p.m. GQQ(e I O /619..ref_ Requester: beikl Phone N' on& _ 5-7e_ Z$2 Approved per applicable codes. COMMENTS: )M4.015 Se L culettor 4Drn Y‘54141 sena)fr(1& bale ✓ ci4H1 fr L .efe y 6l0.4- beta dey4 4✓ noi, , - • DJiv awe W.ec. dicht0 61:fr ha c1L- 9.5-tve.te b/ekeiii ed- mks eci-, " p W V d t Wo -LC, 4,1) 4-4proveL Dee4; i* Date: 55/ �2 eov e 6.41414_0a: Aktat-bum REINSPECTION EE REQUIRED. nor next inspect' n, fee must be •at. a - .' i Southcenter Blvd.. Suite 100. Call to schedule reinspeectii n. 7 a b, rt?" -r. seL. I./ 'rt /" R., e /M'71 _ 52 -pis INSPECTION RECORD Retain a copy with permit INS'` + 1 NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Projec `1 p..�.,,.% 103 a of Inspection: r16 Address: Sr L • Date C�1Ded: peva nstructions: Co `-c 1 �s �rJ�� Date Want d: ... _ l a.m. p.m. Requester: 3 i�A h Phone No: Z.6rcr —.578 - Z?Z 1 Approved per applicable codes. 0 Corrections required prior to approval. O M MENTS: Z(vitc-xe;it L-7 Inspector: Date: / REINSPEC ION 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 Project: Type of Inspection: Address: 13lgi9 s 1.r i4tiif S • Date Called: Special Instructions: Date Wanted: tAlf 'Lp1 r �� p.m. Requester: T� Phone�No:: 2 W 514 7., 328 Approved per applicable codes. Corrections required prior to approval. COMMENTS: AI, & ?---,Atyl e A/641,‘4,1, Inspector: Date: /ill? 1? REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. C9 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 Pro: [ j� lerI 'T�7'/� T e of Inspection: �> 4A) Plix )1' ‘5.. A dress: . r C3ate C d: Specialv, Instructions: t Date Wanted: a.m. /-4/-7OI' p.m. , O 4 01. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: eRo )46(7-2 /11at-) 4g)w/ve, it Ah 11- 40/t) -7c 71; inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION 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 Dig Mi Proj: rases i9 J( Type of Inspection: 6-7/-44 2,i I r�i• ,,a Address: "�` 1.3l 9 I -/ ■, SAI 7 Date Called: 1 i Special Instructions: IS 6Requester a 00?) A. pi I Date Wanted: r / �7 (' a.m. �- -rtr r Phone No: ElApproved per applicable codes. ,Corrections required prior to approval. lr. Pe )p (,cJ�iv�o�,v5 7- Yl F -Ash rya t c ) ti -c- Seg osf- 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 DI O/QZ- INSPECTION NO. PERMITNO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: ,-,• e of Inspection: :tg Caps n jh (' Address: S, ., /3R1 l 5/ i -iv r Date , led: U ,D. Special Instructions: ►01 11 j J Date Wanted: i _ Li - 2-0/R a.m. p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: 01011\4D Inspectorj Date:/��—alz) 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 D13 -012 - 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: Project: P Type of Inspection: Address: I 27fei (6? sr 57.E -ye 4 , Date Called; (7- /il/(? Special Instructions: Date` Wanted: I7/74�/4 a.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: ,J o -r QO,'V E. Inspector: 60-6- Pr2ric-Rei-p-v 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 DIP -p1921 Project: Sr�ark Type of Inspection: Wvm1 Addres : /3 g19 ..1.517Pe S Date Called: Special Instr ctions: Date Wanted: 10.1P-AlW a.m. p.m. Request r ve S -toddy Phone No: yd-`i7l /7I Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: rit717 417 -- Date: 21 S 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 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pror PCs 15:54Address: Typeof�Ins�pAection: , 1 Afv. g &E 57,0 P t -) ) )91441 -'r9-,�✓cbf (A BAc(< 014A) 135lq s+ s . Date Call d I am _-- Special Instructions: Date Wan d: :m. m. Requestzr: 1 1`� Phone No: ❑ Approved per applicable codes. Qin7T4t- o rections required prior to approval. COMMENTS: WA--rWA--roa wlik i o --r—A69-7) t I4'- (4,Ayy/46 1 Afv. g &E 57,0 P t -) ) )91441 -'r9-,�✓cbf (A BAc(< 014A) vi 1-7/4 irf cm (Ai t)4. Inspector: {C� egrfe-141-[i Tz-1i 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 '1)/8 x/92_ Project: Foss PAgi< Type of Inspection: Poor Sd ibiAt a - Address: /3E3/9 31 s7 Avg- 4 Date Called: Special Instructions: /e2PP ✓ffa— 64 1047444 Date Wanted: (a.m. /Z—Sl _ 2X8 p.m. Requester: TPri= 411 L&44 Phone No: Z40(0 50 ZeZe WApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: R 3 -- AiU ApRaistie, 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 Project: F'srEPithkfiRA"iu- Type of Inspection: Address: .5 T !,elm( Ave . s'. Date Called: Special Instructions: `l '3a4 Date Wanted: /� /j s/ // -Th . „CC C/ Requester: .75Fy DAM &- Phone No: 2.8(-578= 9.828 L1Approved per applicable codes.0 Corrections required prior to approval. COMMENTS: Inspector: Date: //7/4' /8 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD from Retain a copy with permit IN ION NO. Dr -0192, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: FD s+e-...r i�,r Type of inspection: Um e.r PLvor Frei 1,41NTG Address:Date /3819 51 'Ave,. S. Called: Special Instructions: Date Wanted: I/-5-2.0la m. P.M. Requester: `%'ii9 Phone o: o-576-2828 paApproved per applicable codes. 0 Corrections required prior to approval. COMMENTS: te one 0r 6611- cx1-- /414.n clear Ort4111(-- Z-ool< Or inspec or: .0 Date:� s ..- 7...„0/2( 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 Dig -0//2_ Project: �j Type f In pection: % H--.11.1-inj Dr/ii OS 11 YI EL t (44.c 6707 biCC4, 6 14.5 Address: % g� Q I3S'19 �5/ ! �weA S0, Date Called: Special Instructions: /t _ „lO/S pn Date Wanted: /0-210-20/ir a:m: Requester: a4- LJr,LreedivA► ilisigediciro Phone No: _ 2c)(2 -57g - Z82g T -e - //U , Approved per applicable codes. Corrections required prior to approval. COMMENTS: 11 YI EL t (44.c 6707 biCC4, 6 14.5 V alias re, v`e49 /WO 14ted' r u ek-S-%oi -Ft) Gra-K1‘-/66, Duo-tr ay, q RI. US ,,,,,,,,,i-;0,-,) a4- LJr,LreedivA► ilisigediciro T -e - //U , Inspector. Date: /0/210/ems 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 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: Type of Inspection: Address: Ug / 9 J) S Date Called: Special Instructions: Date Want IU/o�(p Ile tOI I�j, p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: et -v. kov-erv Inspect 1010(01 I'D REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. NSA 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 D18-oI(3z Project: 10 S ?r 4 —kr- '' I Type of Inspection:L f Fnu►hdo, %a,r� lAG. Address:" 1,3819 3I �-- ve. 5s Date Called: Special Instructions: Date Wanted: 10 - 8 -20 f a.m. p.m. Requester: Phone o:5 f PiV )t� 8- 282.5 Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: - 4otirCla` Ibn) WALLS - Inspector. m. c s112., Date:j0 - . -ZD/e REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD 2- Retain a copy with permit orit INSPE ION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: leY-PAVX—. Type o Inspection: 0+1 v'?) S Address: S�b� / Date Called: eciat Instructions: Date Wanted: - ZS- " ZD I Y a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: FovFevis A-19�� Inspector: 73 ( 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 Dig -019z Project: tS 7 WV' g Type o e --i n` ^ Address: sr /3X1? 5,--/- -, �. Date Called:— V - Special Instructions: Date Wanted: ( a.m:_ 9 "Zi '2.0I7 p.m. Requesters? Phone No: 7 r3 7k - ZSZS ❑ Approved per applicable codes. , Corrections required prior to approval. COMMENTS: re -4 Inspector: B^LLQ Csj Date: 9-zj-zr REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. ,8'08 Zl N D co 0 O O 0 0 opo z 70 Z > 0 O N OZ�^ Z 0 C7 > 0 T- I to Z I m I (LI �z --I co (71 a) 200.00' DEED N 01'34'36" E -17£1781'ON HOP o- 0 z�Z 0 0U) • -f Z 2 n D_0 (1) ▪ Z °D c z m n ONJ o cm XSrigs o m "' m 0 4 W 730)N co D WO- ICo W O w co o O 7i D O O O D S� r Co (7 I�� D 0 - H- O f— O W \ to g-0 co D O OO + l9 �' ▪ D x m n (� O 0 37. J7:I oo m z m▪ ►' 00 v� 0,..130.91' M „17Z,SZa88 N C0 W b� n 0 1 > -1 TI W 0 -Zr Z O X 0 ooXI • 0 0 0) co 0 (A") > �m rn 0'0 17.5' I (1) z co 00 N � U'i m –A; "I M N I X7 co M ---� o, _ r X CJI -11-,..,..I (1) CO ( N CO D —I rn a) m -D 0 -1\r-366.79' N 01'34'36" E 2651.46' R3 & MEAS. N 01°34'36" E 130.91' N O 51ST AVE S 14102 go IAA QJZ7 —6z c ( 0 f-D400b0 OZ= H3NI T 0 0 0 8 e oC) rzl 73 frl --I 0 -• 70o — 0 0 09'L6+51 VIS 561.00' / cn Enter Permit Number ID18-0192 i4 4 of 6 ► 01 Find 1 Next View Report Description: FOSTER PARK Type: COMBOSFR Subtype: SINGLE FAMILY Status: ISSUED Applied: 6/22/2018 BR2 Approved: 8/14/2018 RRIP Issued: 8/17/2018 RRIP Finaled: Expired: 7/16/2019 RSTE Parcel No: 0003000059 Site Address: 13819 51ST AVE S TUKWILA,WA 98168 Subdivision: Block: LDR Lot: LDR Lot Sq Ft: 0 Building Sq Ft: 0 Zoning: Valuation: $403,188.70 Occupancy Type: Construction Type: No. Buildings: 0 No. Stories: 0 No. Unites: 0 Details: CONSTRUCT A NEW 2825 SQ FT SINGLE FAMILY RESIDENCE WITH A 363 SQ FT ATTACHED GARAGE Public Works ACTIVITIES INCLUDE ACCESS DRIVEWAY, EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, SANITARY SIOE SEWER, 1" WATER SERVICE AND WATER METER, STREET USE, PAVEMENT RESTORATION. 53 Applied to Approved _ Approved to Issued ADDITIONAL SITES CHRONOLOGY CHRONOLOGY TYPE : STAFF NAME ACTION DATE : COMPLETION DATE : NOTES BOND RECEIVED Laurie Werle 9/21/2018 9/21/2018 RECEIVED BOND LSM1169078 IN THE AMOUNT OF 55,000.00 FOR WORK IN THE ROW. FILED UNDER PREMIER WEST. COMMENT Bill Rambo 7/17/2018 7/17/2018 CORRECTION LETTER #1 RETURNED BY POST OFFICE. ADDRESS CORRECTED AND LETTER REMAILED. COMMENT Bill Rambo 9/28/2018 9/28/2018 REVISIONS #1 AND #2 ISSUED TO BINH DINH. COMMENT Joanna Spencer 1/29/2019 1/29/2019 Mr. John Moore, property owner to the N, phone #206 579- 1280 came to PW counter, talked to Pat -B, Scott -M & Joanna -S and complained about the property corner stake being removed and ponding on the 5 side of his property by the existing retaining wall. PW will contact Han, the engineer of record and ask for revision of san sewers, which per PW inspector was not constructed per approved plan and grading revision on N side of Mr. B. Ding property to prevent flooding of Mr. J. Moore's property. John Moore left us a survey of his property. Call received from Mr. B. Ding complaining about having hard time with Mr. J. Moore. PW agreed that I'll visit the site w/PW Inspector and we will come up with a drainage solution. COMMENT Laurie Werle 7/17/2018 7/17/2018 RECEIVED HOLD HARMLESS AGREEMENT FOR WORK IN ROW. MAIL CORRECTION NOTICE Bill Rambo 7/3/2018 7/3/2018 CORRECTION LETTER #1 MAILED TO BINH DINH. DENIED; PUBLIC WORKS (JJS) NOTICE Joanna Spencer 8/13/2018 8/13/2018 DO NOT ISSUE UNTIL PW RECEIVES INS CERT NAMING TUKWILA AS ADDITIONAL INSURED AND BOND FOR R.O.W. WORK, PAYS TRAFF CONC APPLIC. FEE. RESPONSE TO CORRECTION LETTER Rachelle Ripley 7/24/2018 7/24/2018 RESPONSE TO CORRECTION #1 FROM BINH DINH, ROUTED TO PW FOR REVIEW REVISION RECEIVED Rachelle Ripley 8/22/2018 8/22/2018 REVISION #1 SUBMITTED BY BINH DINH, ADDING 180 SF DECK, ROUTED TO ALL DEPTS REVISION RECEIVED Rachelle Ripley 9/6/2018 9/6/2018 REVISION #2 SUBMITTED BY BINH DINH, ADDING RETAINING WALL DETAIL TO EXISTING PLAN. ROUTED TO ALL DEPTS FOR REVIEW. CONDITIONS CONDITION TYPE CONTACT DATE ADDED DATE REQUIRED DATE SATISFIED STATUS REMARKS NOTES 10100 BUILDING PERMIT CONDITIONS Allen Johannessen 6/28/2018 PENDING •••BUILDING PERMIT CONDITIONS••• 10101 WORK SHALL BE Allen Johannessen 6/28/2018 PENDING Work shall be installed In accordance with the approved construction documents, and any Geotechnical Engineering Report Residential Development 38 51st Ave S Tukwila, Washi D 1 -OR Cf DE COMPLIANCE P/N 0003000 59 APPROVED AUG 092018 r 71V4y 22 2018 prepared for: City of Tukwila BUILDING DIVISION Binh Dinh 10308.1251 Ave SE Renton, Washington 98056 (206) 578-2828 prepared by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MGI Project P1291 -T18 bisi Rz RECEIVED JUN Zb 2018 TUKWILA PUBLIC WORKS RECEIVED CITY OF TUKWILA JUN 22 2018 PERMIT CENTER TABLE OF CONTENTS Page No. 1.0 SITE AND PROJECT DESCRIPTION 1 2.0 EXPLORATORY METHODS 2 2.1 Test Pit Procedures 2 3.0 SITE CONDITIONS 3 3.1 Surface Conditions 3 3.2 Soil Conditions 3 3.3 Groundwater Conditions 4 3.4 Infiltration Conditions 4 3.5 Seismic Conditions 4 3.6 Liquefaction Potential 4 4.0 CONCLUSIONS AND RECOMMENDATIONS 5 4.1 Site Preparation 5 4.2 Spread Footings 7 4.3 Slab -On -Grade -Floors 8 4.4 Drainage Systems 9 4.5 Structural Fill 10 5.0 RECOMMENDED ADDITIONAL SERVICES 11 6.0 CLOSURE 11 List of Tables Table 1. Approximate Location and Depth of Exploration 2 List of Figures Figure 1. Topographic and Location Map Figure 2. Site and Exploration Plan APPENDIX A Soil Classification Chart and Key to Test Data A-1 Log of Test Pit TP -1 A-2 i MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 May 22, 2018 Binh Dinh 10308 125th Ave SE Renton, Washington 98056 (206) 578-2828 Subject: Geotechnical Engineering Report Residential Development 13XXX 51st Ave S Tukwila, Washington P/N 0003000059 MGI Project P1291 -T18 Dear Mr. Dinh: 1111 Migizi Group, Inc. (MGI) is pleased to submit this report describing the results of our geotechnical engineering evaluation of your proposed residential development in Tukwila, Washington. Lar tar lig Improvement plans involve the clearing/stripping of the subject property and the development of the site for residential purposes. Roof -runoff from the proposed residence will be retained onsite if feasible. A This report has been prepared for the exclusive use of Binh Dinh, and his 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 an irregularly-shaped, 0.28 -acre residential parcel situated between Interstate 5 (I-5) and the Joseph Foster Memorial Park, towards the center of the city limits of Tukwila, Washington as shown on the enclosed Topographic and Location Map (Figure 1). The parcel is currently undeveloped, being bound on the north and south by developed residential sites. The subject property is located along the west side of 51st Ave S, with a sound barrier for I-5 running parallel to and in close proximity to the western site boundary. ISI V A Page 1 of 11 Int 1.1 L 6.1 Binh Dinh — Residential Development, 13XXX 515 Ave S, Tukwila, WA Geotechnical Engineering Report May 22, 2018 P1291 -T18 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on April 18, 2018. Our exploration and evaluation program comprised the following elements: • Surface reconnaissance of the site; • One test pit exploration (designated TP -1), advanced on April 18, 2018; and • A review of published geologic and seismologic maps and literature. Table 1 summarizes the approximate functional location and termination depth of our subsurface exploration, and Figure 2 depicts the approximate relative location. The following sections describe the procedures used for excavation of the test pit. TABLE 1 APPROXIMATE LOCATION AND DEPTH OF EXPLORATION Exploration Functional Location Termination Depth (feet) TP -1 South-central portion of the site 8 The specific number and location of our exploration was 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 exploration performed and utilized for this evaluation reveals 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 Ibecome evident until additional explorations are performed or until construction activities have 6.01 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 pit was excavated with a mini -excavator operated by an excavation contractor Lim under subcontract to MGI. An engineering geologist from our firm observed the test pit excavation, collected soil samples, and logged the subsurface conditions. 1 The enclosed test pit log indicates the vertical sequence of soils and materials encountered in our test pit, based on our field classifications. Where a soil contact was observed to be gradational or undulating, our log indicates 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 log also indicates the approximate depths of any sidewall caving or groundwater seepage observed in the test pit. The soils were classified visually in general accordance with the system described in Figure A-1, which includes a key to the exploration log. A summary log of our exploration is included as Figure A-2. Migizi Group, Inc. Page 2 of 11 Binh Dinh — Residential Development, 13XXX 51St Ave S, Tukwila, WA lid Geotechnical Engineering Report May 22, 2018 P1291 -T18 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 an irregularly-shaped, 0.28 -acre residential parcel, located along the west side of 51st Ave S, between I-5 (to the west) and the Joseph Foster Memorial Park (to the east) in Tukwila, Washington. The subject property is currently undeveloped, being bound on the north and south be developed residential sites. A dense growth of blackberry bushes and salal covers much of the site, with a thin copse of cedar, maple and alders lining the eastern margin of the project area. A small manmade trail traverses the length of the property (east to west) across its southern half. u Topographically, the subject property is gently -sloped, generally descending towards the west. A total elevation change of ± 5 feet was observed over the extent of the parcel. The I-5 easement, that which separates the subject property from the freeway, forms a topographic low point across this ►�+ region and is where runoff water is locally collected. No hydrologic features were observed on site such as seeps, springs, ponds and streams. 3_2 Soil Conditions Our test pit exploration encountered, underlying a surface mantle of forest duff, upwards of 4 feet of soft, mottled, over -saturated silt. This material transitioned to moderately dense to dense glacial 01! till soils comprised of gravelly silty sand. Glacial till soils were continuous through the termination of our test pit exploration, a maximum depth of 8 feet. Tukwila, and the larger Puget Sound area in general, has been glaciated a number of times over the L.1 2.4 million years. The most recent of these glacial events, the Vashon Stade of the Fraser Glaciation, receded from this region approximately 13,500 years ago. The majority of near surface soils encountered within the Tukwila area are either directly associated with or have been physically altered by the Vashon glacial event. Glacial till is typically described as being a compact, coherent mixture of gravel, silt, clay and sand -sized clasts deposited along the base of glacial ice during a period of localized advancement. This material is generally encountered in a compact relative consistency given the fact that it was overridden by the ice mass shortly after deposition and is commonly underlain by advance outwash soils. In the Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington, as prepared by the 7 U.S. Department of the Interior U.S. Geological Survey (USGS) (2004), the project site is mapped as containing Qvt, or Vashon-aged glacial till. Our subsurface exploration generally corresponds with the mapping of the site performed by the USGS. The enclosed exploration log (Appendix A) provides a detailed description of the soil strata encountered in our subsurface exploration. Migizi Group, Inc. Page 3 of 11 Binh Dinh — Residential Development, 13XXX 515t Ave S, Tukwila, WA Geotechnical Engineering Report May 22, 2018 P1291 -T18 3.3 Groundwater Conditions We encountered rapid groundwater seepage at a depth of 18 inches in our test pit exploration. ,_ Given the topographic location of the project area, we do not believe that this is indicative of actual groundwater levels, but rather represents perched surface water retained onsite by relatively Iq impermeable soils. We anticipate that groundwater seepage will be encountered in the majority of project excavations, and extensive pumping should be anticipated as part of the earthwork process. 3.4 Infiltration Conditions As indicated in the soil and groundwater conditions sections of this report the project area is underlain at surface elevations by mottled silt and, with depth, by glacial till soils. Additionally, Lai rapid seepage was observed at the shallow depth of 18 inches. Given the hydrogeologic conditions present within the subject property, we do not see limited or full infiltration as being feasible for this project. Roof -runoff water from the new residence should be managed through dispersion, or diverted to an existing system along 51st Ave S. !gg f4 1 uni isml 11 3.5 Seismic Conditions Based on our analysis of the subsurface exploration log 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 = 1.484 g SMS = 1.484 g SDs = 0.990 g Si = 0.556 g SMI = 0.833 g SDS = 0.556 g Using the 2015 IBC information, MCER Response Spectrum Graph on the USGS Design Summary Report website, Risk Category I/II/III, Sa at a period of 0.2 seconds is 1.48 g and Sa at a period of 1.0 seconds is 0.83 g. The Design Response Spectrum Graph from the same website, using the same IBC information and Risk Category, Sa at a period of 0.2 seconds is 0.99 g and Sa at a period of 1.0 seconds is 0.56 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 susceptible to liquefaction. Soft, saturated silt soils encountered at surface elevations through a depth of ± 4 feet across the project area represent a moderate to high risk for seismic induced liquefaction. Glacial till soils represent a low risk for liquefaction. Given site conditions, we recommend that foundation elements for the proposed residence bear upon native, glacial soils. Migizi Group, Inc. Page 4 of 11 Ira 11 Binh Dinh — Residential Development, 13XXX 51" Ave S, Tukwila, WA Geotechnical Engineering Report May 22, 2018 P1291 -T18 4.0 CONCLUSIONS AND RECOMMENDATIONS Improvement plans involve the clearing/stripping of the subject property and the development of the site for residential purposes. Roof -runoff from the proposed residence will be retained onsite if feasible. We offer these recommendations: • Feasibility: Based on our field exploration, research and analyses, the proposed structure appears feasible from a geotechnical standpoint. • Foundation Options: Foundation elements for the proposed residence should be constructed on medium dense or denser native soils, or on structural fill bearing pads extending down to these soils. In our opinion, native glacial till soils will provide adequate foundation support and we anticipate that bearing soils will be encountered within 4 feet of existing grade. Recommendations for Spread Footings are provided in Section 4.2. • Floor Options: Floor sections for the proposed residence should bear on medium dense or denser native soils or on a properly compacted structural fill subbase. In our opinion, given the softness of surficial deposits and the relative depth to bearing soils, we anticipate that a 2 -foot thick structural fill subbase will need to be constructed to provide adequate slab support. 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, 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 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 Migizi Group, Inc. Page 5 of 11 rr1 w Binh Dinh — Residential Development, 13XXX 51" Ave S, Tukwila, WA Geotechnical Engineering Report May 22, 2018 P1291 -T18 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 Pli 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, PIM topsoil, and root -rich soil should be stripped from the site. Our subsurface exploration indicates that the organic horizon can reach thicknesses of up to 15 inches across the project area. Clearing/stripping is best performed during periods of extended dry weather. E.+ Site Excavations: Based on our exploration, we expect that site excavations will encounter soft silt at shallow excavations, and densely consolidated glacial till soils with depth, both of which can be readily excavated using standard excavation equipment. Dewatering: Our exploration encountered rapid seepage at a depth of ± 18 inches. We anticipate that this is indicative of seasonally perched groundwater and not representative of actual groundwater elevations. We anticipate that groundwater will be encountered in the majority of Iri project excavations, and that an internal system of ditches, sump holes, and pumps will be adequate 1.1 to temporarily dewater excavations. W rfil il 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 H: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). 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. Migizi Group, Inc. Page 6 of 11 Binh Dinh — Residential Development, 13XXX 515' Ave S, Tukwila, WA Geotechnical Engineering Report May 22, 2018 P1291 -T18 Consequently, this material can be used only for non-structural purposes, such as in landscaping areas. • Native Silt: Underlying a surface mantle of forest duff, soft, saturated silt soils were encountered through a depth of 4 feet. This material should be considered extremely moisture sensitive and will be impossible to reuse under wet weather conditions. Additionally, this material is encountered onsite in an over -saturated condition and will require extensive moisture conditioning prior to reuse. 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 residence 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. Bearing Subgrades: Footings should bear on medium dense or denser 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, native glacial till soils will provide adequate foundation support, and we anticipate that bearing soils will be encountered within 4 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. Migizi Group, Inc. Page 7 of 11 r Binh Dinh — Residential Development, 13XXX 5P Ave S, Tukwila, WA Geotechnical Engineering Report May 22, 2018 P1291 -T18 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 2,000 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. 4.3 Slab -On -Grade Floors In our opinion, soil -supported slab -on -grade floors can be used in the proposed residence if the subgrades are properly prepared. Floor sections for the proposed structure should bear on medium dense or denser native soils or on a properly compacted structural fill subbase. We offer the following comments and recommendations concerning slab -on -grade floors. Floor Subbase: In our opinion, given the softness of surficial deposits, and the relative depth to bearing soils, we anticipate that a 2 -foot thick structural fill subbase will need to be constructed to ,at provide adequate slab support. 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- 1111 1557). ral 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 Migizi Group, Inc. Page 8 of 11 Binh Dinh — Residential Development, 13XXX 51St Ave S, Tukwila, WA Geotechnical Engineering Report May 22, 2018 P1291 -T18 sheeting (such as Crosstuff, Visqueen, or Moistop) should be placed over the capillary break to iq serve as a vapor barrier. During subsequent casting of the concrete slab, the contractor should 1.1 exercise care to avoid puncturing this vapor barrier. Ph 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. 151 44 Drainage Systems 1q In our opinion, the proposed residence should be provided with a permanent drainage system to reduce the risk of future moisture problems. We offer the following recommendations and comments for drainage design and construction purposes. 1111 Perimeter Drains: We recommend that the residence be encircled with a perimeter drain system to collect seepage water. This drain should consist of a 4 -inch -diameter perforated pipe within an envelope of pea gravel or washed rock, extending at least 6 inches on all sides of the pipe, and the gravel envelope should be wrapped with filter fabric to reduce the migration of fines from the surrounding soils. Ideally, the drain invert would be installed no more than 8 inches above the base of the perimeter footings. Subfloor Drains: We recommend that subfloor drains be included beneath the new structure. These subfloor drains should consist of 4 -inch -diameter perforated pipes surrounded by at least 6 inches of pea gravel and enveloped with filter fabric. A pattern of parallel pipes spaced no more than 20 feet apart and having inverts located about 12 inches below the capillary break layer would be appropriate, in our opinion. Discharge Considerations: If possible, all perimeter drains should discharge to a sewer system or other suitable location by gravity flow. Check valves should be installed along any drainpipes that discharge to a sewer system to prevent sewage backflow into the drain system. If gravity flow is not feasible, a pump system is recommended to discharge any water that enters the drainage system. Runoff Water: Roof -runoff and surface -runoff water should not discharge into the perimeter drain system. Instead, these sources should discharge into separate tightline pipes and be routed away Pi from the building to a storm drain or other appropriate location. 6.1 Grading and Capping: Final site grades should slope downward away from the buildings so that runoff water will flow by gravity to suitable collection points, rather than ponding near the building. Ideally, the area surrounding the building would be capped with concrete, asphalt, or low -permeability (silty) soils to minimize or preclude surface -water infiltration. u Migizi Group, Inc. Page 9 of 11 Binh Dinh - Residential Development, 13XXX 51st Ave S, Tukwila, WA 1+1 Geotechnical Engineering Report May 22, 2018 P1291 -T18 4.5 Structural Fill The term "structural fill" refers to any material placed under foundations, retaining walls, slab -on - grade floors, sidewalks, pavements, and other structures. Our comments, conclusions, and recommendations concerning structural fill are presented in the following paragraphs. Materials: Typical structural fill materials include clean sand, gravel, pea gravel, washed rock, crushed rock, well -graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit - run"), and miscellaneous mixtures of silt, sand, and gravel. Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials, are also potentially useful as structural fill in certain applications. Soils used for structural fill should not contain any organic matter or debris, nor any individual particles greater than about 6 inches in diameter. Fill Placement: Clean sand, gravel, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. Compaction Criteria: Using the Modified Proctor test (ASTM:D-1557) as a standard, we recommend that structural fill used for various onsite applications be compacted to the following minimum densities: Fill Application Footing subgrade and bearing pad Foundation backfill Slab -on -grade floor subgrade and subbase Minimum Compaction 95 percent 90 percent 95 percent Subgrade Observation and Compaction Testing: Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of all subgrades should be observed by geotechnical personnel before filling or construction begins. Also, fill soil compaction should be verified by means of 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 10 of 11 Binh Dinh — Residential Development, 13XXX 515t Ave S, Tukwila, WA Geotechnical Engineering Report May 22, 2018 P1291 -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 exploration 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 . Logan Staff eologist Migizi Group, Inc. r-- 26ti 05-- 2.c. -1 ‘ Page 11 of 11 James E. Brigham, P.E. Principal Engineer z 0 0 0 0 z 0 0 0 (6 0 TOPO! map printed on 05/22/18 from "Untided.tpo" 122°19.000' W 122°18.000' W 122°17.000' W 122°16.000' W 122°15.000' W 122°14.000' W WGS84 122°13.000 W 122°19.000' W Tr 122°18.000' W 122°17.000' W 122°16.000' W s 1 kE lteliff :41) MICAS TOP0102803 Mod Ctogapbc(mattioatmophiumilopo) 122°15 000' W 122°14.000' W WGS84 122°13.000' W z 0 0 0 6 z 0 0 0 P.O. Box 44840 Tacoma, WA 98448 Location Title 13XXX 51st Ave S Tukwila, WA P/N 0003000059 Job Number P1291 -T18 Figure 1 Topographic and Location Map Date 05/22/18 122'19.000 W 122'18.000 w 11111 TAM II TOPOmap prMtea or 05 2218 f'-om 'Unotleo.tpo' 122'17,000 W 12216.000 W 122=15.000' .1 I 122'14,000 W WG5134 122'1 . 00 W 0 0 1111111111 122'18:000 W 122'19,000' W • .‘ 122'17.000' W 12216.000' W 0 14,k '55111 Llar.:EarharzEazaH? 16[46 riunalmrapL:mt# , .,, ,, ILI J q 12215 000. W 122°14:000' W WGS84 122'13,000 W Location 13XXX 51st Ave S Tukwila, WA P/N 0003000059 Job Number P1291 -T18 Figure 1 P.O. Box 44840 Tacoma, WA 98448 Title Topographic and Location Map Date 05/22/18 i1 • ' ,• C 7 O N W—E TEST PIT LOCATION TP -1 NOTE: BOUNDARY AND TOPOGRAPHY ARE BASED ON MAPPING PROVIDED TO MIGIZI OBSERVATIONS MADE IN THE FIELD. THE INFORMATION SHOWN DOES NOT CONSTITUTE A FIELD SURVEY BY MIGIZI. '-h IE9 r_o w- Iaearg aIXCon-p- fC Q Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 253-537-9400 253-537-9401 fax www.migizigroup.com PROJECT: 13XXX 51st Ave S Tukwila, Washington SHEET TITLE: Site and Exploration Plan DESIGNER: JRB DRAWN BY: JRB CHECKED BY: JEB DATE: May 22, 2018 JOB NO. P1291 -T18 SCALE: NTS FIGURE: 2 FILE: Fig2.dwg APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA TEST PIT LOG 1J til tad 111I 6011 1 Pal w MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve GRAVELS CLEAN GRAVELS WITH LITTLE OR GW `:1V.4.WELL I..•e. GRADED GRAVELS, GRAVEL -SAND MIXTURES MORE THAN HALF NO FINES GP °•a < . •D: POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES COARSE FRACTION IS LARGER THAN NO. SIEVE GRAVELS WITH GM ° o $ • < : �1 SILTY MURRAVELS, POORLY GRADED GRAVEL -SAND -SILT OVER 15% FINES d e �,C t' CLAYEY GRAVELS, POORLY GRADED GRAVEL-SAND-CLAYGC 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 THANSANDS NO. 4 SIEVE WITH SM r • SILTY SANDS, POORLY GRADED SAND -SILT MIXTURES OVER 15% FINES SC %• ' I• 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 A 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 `L",^^ Linti � ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt tv.r� ,, .‘ ,, PEAT AND OTHER HIGHLY ORGANIC SOILS Modified Califomia RV R -Value 1 Split Spoon SA Sieve Analysis Pushed Shelby Tube SW Swell Test 1 1 Auger Cuttings TC Cyclic Triaxial it: Grab Sample TX Unconsolidated Undrained Triaxial Sample Attempt with No Recovery TV Torvane Shear CA Chemical Analysis UC Unconfined Compression CN Consolidation (1.2) (Shear Strength, ksf) CP Compaction WA Wash Analysis DS Direct Shear (20) (with % Passing No. 200 Sieve) PM Permeability Q Water Level at Time of Drilling PP Pocket Penetrometer 1 Water Level after Drilling(with date measured) SOIL CLASSIFICATION CHART AND KEY TO TEST DATA Figure A-1 ilk MIGIZI (ilili GROUP ,54 04-1 Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 Telephone: 253-537-9400 Fax: 253-537-9401 TEST PIT NUMBER TP -1 PAGE 1 OF 1 Figure A-2 CLIENT Binh Dinh PROJECT NAME 13XXX 51st Ave S Geotech PROJECT NUMBER P1291 -T18 PROJECT LOCATION Tukwila, Washington DATE STARTED 4/18/18 COMPLETED 4/18/18 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner -Operator GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tired Backhoe a AT TIME OF EXCAVATION 1.50 ft Rapid seepage LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION --- NOTES AFTER EXCAVATION -- 2 o-4 0.0 w 0 >- Hw W 03 J2 2z vi 0 vi _U 20 a0 Q J D! 0 MATERIAL DESCRIPTION GB S-1 2.5 5.0 7.5 GP - \GMT SM 0.3 (GP -GM) Gray/brown gravel with silt and sand (dense, moist) (Fill) 1.3 (SM) Black silty fine sand with organic debris (loose, moist) ML 4.0 V (ML) Light brown mottled silt (very soft, wet) (Recessional Lacustrine Deposits) SM 8.0 (SM) Light brown silty sand with gravel (medium dense to dense, moist) (Vashon-aged Glacial Till) Severe caving observed from 0 to 4 feet Rapid groundwater seepage observed at 1.5 feet The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 8.0 feet. INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS • 7.0.6 FIRE AND LOOPED SYSTEM If possible for purposes of meeting fire protection and water quality standards, water systems are to be looped in accordance with the City's Comprehensive Water Supply Plan and the Uniform Fire Code. Non -looped systems require the Director's approval. 7.0.7 RECLAIMED WATER C 1L Where available, reclaimed water can be utilized for non -potable uses such as irrigation, cooling, and energy needs. Technical specifications (i.e. blocking, valves, etc.) as provided in these Standards for potable water systems are also applicable to reclaimed water systems. In addition, non -potable, reclaimed water systems must be clearly identified with signs and purple coloring in accordance with the Water Reclamation and Reuse Standards of the Washington DOE manual, Criteria for Sewage Works Design. 7.0.8 SYSTEM MODIFICATIONS Modification to the water supply or plumbing on private property requires upgrade of the meter(s) and the cross connection control to current a1dard REVIEWED FOR 7.0.9 MAINTENANCE CODE COMPLIANCE The property owner owns and maintains the water servi.;e frorW r�Rnto th property. 7.1 METERED SERVICE 7.1.1 GENERAL AUG C 9 2018 City of Tukwila BUILDING DIVISION A. All permanent meters for one project shall be located at the property line and within the right-of-way. No pack joints will be allowed 1. Residential - Connections shall be a minimum of % inch and shall use one section of copper tubing type K continuous from the main to the meter, without any joints. Materials between the meter and the house must meet the current King County Department of Health standards. 2. Non-residential - Connections shall be a minimum of 1 inch and shall use one section of copper tubing type K continuous from the main to the meter, without any joints. Pipe and fittings shall be rated for pressure of twice the maximum working pressure of the 360 -pressure zone. 3. Deduct Meter - The meter shall read in cubic feet and shall have an TRPL register that is compatible to the Sensus automatic reading system. Install deduct meter for landscape irrigation next to the permanent water meter or within six feet of the permanent meter when located in a landscaped area. In order to connect the deduct meter to the permanent meter reading system, connect the two boxes using PVC conduit. 4. Permanent Service Disconnection When determined by the Director, Permittee shall remove the corporation stop at the main and pipes, meters, etc. 58 Revision date: 04/17/2009 INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS 7.1.2 3/4" AND 1" SERVICE Materials 1. Tapping Saddle: Single strap Romac (iron pipe thread). 2. Corporation Stop: Mueller B-25028 or B-20013. 3. Angle stop: Mueller ball valve with tailpiece containing angle check valve. 4. Meter Setter: No setters allowed. 5. Pipe: Type K copper tubing. 6. Meter Box: a. For 3/4" — Inland Foundry #2005/Mid States plastic with D.I. lid b. For 1" - #2 Fogtite/Mid States plastic with D.I. lid 7. Plastic meter boxes allowed in landscape areas only. Solid steel 1/2" diamond plate lid in traffic areas. Boxes used in traffic areas require prior approval Installation Per WS -01. 7.1.3 1-1/2" AND 2" SERVICE Materials A. Tapping Saddle: Double strap Romac (iron pipe thread). B. Corporation Stop: Mueller B-25028 or B-2969. C. Meter setter: Mueller B2423, or City -approved equal. D. Bypass Assembly: 1" assembly with lockwing. E. Pipe Material: Type K copper tubing or high molecular weight black polyethylene pipe, with tracing tape. F. Meter Box: a. For 1-1/2" meter - Fogtite #2 with 1/4" diamond -plate, solid, steel lid or Mid States plastic with D.I. lid. b. For 2" meter - Fogtite #3 or a 2' x 4' meter box, with 1/4" diamond plate, solid steel, lid with three 12 -inch minimum tiers or approved vault. Lids must have a hinged inspection plate, centered over meter. Plastic #3 in planter area is allowed. Installation 1. Install bypass assembly. 2. Embed pipe in 5/8" minus crushed rock. 3. Per WS -02 and WS -03. 59 Revision date: 04/17/2009 i FINISHED GROUND LINE -\ TO MAIN f 24" 6" 3/4" OR 1" PARTS LIST: GRAVEL TYPE K COPPER METER INSTALLED BY CITY 1 - 1" COUPLINGS MUELLER 110 X ANGLE STOP - BALL 1 - 1" OR 3/4" CORP STOP - BALL 1 - TAILPIECE WITH FEMALE IRON PIPE THREAD NOTES: L TO SERVICE \--P -TYPE K COPPER PIPE - PVC - POLY ETHYLENE 1. NO METER BOXES IN SIDEWALKS AND DRIVEWAYS WHERE POSSIBLE. 2. USE CLEAN 5/8" MINUS CRUSHED ROCK TO BACKFILL AROUND CORP STOP AND SERVICE LINE. 3. REFER TO CHAPTER 7 OF THESE STANDARDS. NOT TO SCALE City of Tukwila METER 3/4" OR 1" SHEET: WS -01 REVISION #1: 08.03 APPROVAL: B. SHELTON 1/2" LABELED C.O. -1/8" RAISE -1/2" WIDE BORDER PLAN VIEW 10" 9" 8-3/4" I 1-1/4" 5/8" 2-7/8" 4" 7-3/4" 11 15" ELEVATION f1 2' FINISH GRADE L 12" DIA. FIBRE JOINT PACKING 45° BEND n :-• �:•= i\\'i\ PLUG 4 3/4" 11 CAST IRON RING AND COVER IIIIIIIII —IIII-11 I—�I EARTH SIDE SEWER 4\ a./ NOT TO SCALE City of Tukwila SANITARY SIDE SEWER CLEAN-OUT SHEET: SS -03 REVISION #1: 08.03 APPROVAL: B. SHELTON PROPERTY LINE 150' MAX. 30" PLUGGED CLEAN OUT (TOTAL 90° REQUIRES CLEAN OUT) LONG SWEEP BEND PLUGGED CLEAN OUT — (WYE) ADDRESS 4" MIN. SEWER PIPE EXISTING TI� SOIL PIPE ADAPTER w z 7.3 w z O a a INSPECTION TEE AT CITY R/W LINE CLEAN OUT 6" PLUG 6"x6"x4"WYE 6" SEWER PIPE NOTES: SADDLE AT EXISTING MAIN STREET SEWER MAIN CITY RNV LINE 1. MATERIALS AND INSTALLATION CHAPTER 8 OF THESE STANDARDS. 2. DECOMMISSION SEPTIC TANK PER CHAPTER 8 OF THESE STANDARDS AND KING COUNTY HEALTH DEPARTMENT. 3. WATER AND SEWER LINE SEPARATION 10' HORIZONTALLY. IF WATER AND SEWER LINES CROSS, SEWER SHALL BE AT LEAST 18" BELOW THE WATER LINE. 4. STANDARDS FOR SEWER MAIN APPLY TO CONNECTIONS LONGER THAN 150' FROM THE MAIN. SEE CHAPTER 8. NOT TO SCALE City of Tukwila SANITARY SIDE SEWER RESIDENTIAL SHEET: SS -02 REVISION #1: 08.03 LAST REVISION: 12.04 APPROVAL: B. SHELTON STRUCTURAL CALCULATIONS FOR THE DINH RESIDENTIAL PROJECT Plan LS2-2825-3 June 11, 2018 Job No. : 13-023 Location: 13819 - 51st Avenue SE Tukwila, Washington Copyright 2018, SEGA Engineers REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 9 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 22 2018 PERMIT CENTER N8O19Z 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, / 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: 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 (V,,1) KZt 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 Copyright 2017, SEGA Engineers 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: 03/15/13 Sht Z. LOADS ROOF DL Roofing (Comp) 3.5 psf 1/2" OSB 1.8 2x @24" 3.5 Insulation 1.1 5/8" GWB 2.8 Misc. 1.5 14.2 psf LL FLOOR Snow, Pr Reduction, Cs 8/12 pitch = 34 deg 25 psf (115% Load Duration) 0.00 (Ct = 1.1, other surfaces) Total Roof Load 39.2 psf 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 psf Total Deck Load 65_,6 DL Siding 3.5 V 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 / PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 IN t7 tAPPaz Lu sit 1 e 6AzitgAtlic t 9 &' JOB NO. G,Sz - L$Li 13-02-3 FIGURED BY G AT CHECKED BY DATE %T 4i SHEET.- OF 41, �O�q 11 I, it 1 /� t Y 1-80(SSe3;) t t00/,LP + (t)( ",�E) I (4) ' 1� (oR PZ' 3L t)(4p )(34 t (ik)1414t) (W) (t i-(1:6(4990.,) (3z,) = 71 z -L cir 1i 011t7)./ TIG ' (% , •rrZ L-e.a• J-r Faa 1,•C. 3 . m _ 6-6 g - Z c,Art 1 .--. 2 ,• ,/ • /1" 1 °1''ler' chit st Id,, i its h g% lit 9' 214 LA) ` (14.)t ''SM 1-100 /t F- + 1k' L4 Plr) = totoY' Mr (Niis', ( t3, -LY --Ozizs'Xaokot)( /74_,.z..E) :-. %;44Y1' if d, 4S()L' 3, 1/ U0 ")t L- 73 t e- Cr/VIA-6r- 3 ant. w VC1z�LS SFoo ), &t 1)44.)/,.. 4,1PYt Qo(0/)c,. o=kl,n,'` Ok- t • La, 1/1/F0011/2 _ /3, co1"ic 6 v Copyright 2014, SEGA Engineers ,?lZ 3%. 12 SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 ANR knom r� wi t.—, )(Drlk) (e -o r-� (41 t4-"Jr)(L) Cr) -(2 wt" JOB NO. LS4-- v6Lc )3 -d't3 FIGURED BY (Ar CHECKED BY DATE Z7/q SHEET't OF /711 k9(1=1,) tlybir =2tai' KS ! w e_ 04,14 0`' C z� L Sv ply.) t t 00 pt,a- (5z)04 p 6 ..1 �l /S ' 3�- r - C. ,fit 4Apr)t34 C= ( 4,-0\ ( )414i)4. ('Dc.4°p)(v) -=z� 88s �1- 4- t -7 -- 3z J C z>t�Y�� l�� � � s per (to'z)( toil') — (b'21)1_,,jzv 1t �zt_sh° f �' /,�,,.. 44i4 .a J# L'4 4r/Z = W t_ �z1.1k4A,, y = , ('4.,2 1tizi)t 6Y- ' 103 k1�' 3r1 g .I.(rt /1-. /s A) ..j) yp j = -Z zit, cot pt. Copyright 2014, SEGA Engineers 4.4-,2 4-S(°*1-1-vil=r)05 3-14- 410.3kritz 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 SDS W R where, F = 1.1 Two -Story Building Sps = 1.00 Ss = 1.5 Fa = 1.00 R = 6.5 Table 12.14-1 W = Seismic Weight For W: Wroof = Wer = Eq. 12.14-11 (Table 11.4-1, Ss > 1.25) (55ft) (32ft) (16psf)+ (2) (55ft+ 32ft) (4.Oft) (9.5psf) = 35 kips (55ft) (34ft) (14psf)+ (2) (55ft+ 34ft) (8.5ft) (9.5psf) = 41 kips W total = 75 kips Design Base Shear , V = ( .169) (75 kip) = 12.7 kip E = 12.7 kip = 9.1 kip 1.4 WIND Design Wind Pressure, ps = X Kn Psso Eq. 28.6-1, Sect. 28.6.3 where, A = 1.00 = 1.00 = 1.00 = 1.00 Kn = 1.00 P30 = 17.7 psf 0-15ft 20 ft 25 ft 30 ft Exposure B Figure 28.6-1 110 mph Po -1e = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf P20 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf P25 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf Pso _ ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf Section 26.8 Figure 28.6-1 (ASD) (x0.6= 10.62psf) (x 0.6 = 10.62 psf) (x0.6= 10.62psf) (x0.6= 10.62 psf) Design Base Shear: (Wind) Vfm= (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, Vsrs= (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. 6 LATERAL LOADS - (cont'd) Distribute Seismic Loads Over Height Maximum Base Shear, V = 9.1 k Fee = w, V (Eq. 12.14-12) W Free = (34.8) (9.1 k) = 4.2 kip ( 75.3 ) F = ( 40.6) (9.1 k) = 4.9 kip ( 75.3 ) F,, = 9.1 kip Copyright 2013, SEGA Engineers SEGA Engineers PROTECT. / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 JOB NO. 1'1 --0Z3 FIGURED BY C4.47 - CHECKED f CHECKED BY DATPI c1�7 SHEET EDF S>. \44-u- 4' 1 *7, Cintts..)(p.-iir is' .403).f(4711:°' 7= ,t/te g, = -S-1 Vr--= 3L,t,,D#+ CC(/d)00,11141Y" CAde41. fes:: -(Pi 444.6' 3 pc� \low lf Z. tom Viz?, Wooh 41 4, t zp• S' - Ze6 3,G(,o1 / is lZ r° UP- 6,104* ati#1' •&I / 6/41/Av 7-) ir"-> Copyright 2013, SEGA Engineers Scs 0L ap 1F LThk3Agf t': >< e ?<AIX -I' V tdo SEGA Engineers PROJECT Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 Spirit_ W.'tL /cam( (c'e^,Ti i(o-1- ar q- f332"ite,s, s P" pex 3 Z" JOB NO. L$t �3—vZ3 FIGURED BY �.-- CHECKED BY DATE l/SHEET 1 OF s. (.31 )C I ct.)Clo. ¢est) ' 7,4-4.)h �' 47•-• zo s W441 - 4" U/2._ gilt 9= 4 s,t ct 3 '1- ,,' : 3 ,cig f et ioot //3#01Pt k Ri> z,4E-L4,E4'14.3:3,)t/` ,0=g' 11 '4. �.S,t4" ,4 ��-- 1 cI k. 15 Up. 44—z.4sk Cr Copyright 2013, SEGA Engineers a-1 t9.1S t p(r a lAJ '1 J f nL= (1rrt, zta SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 W4k, A(' A,) (coivcr s V/#41.Lis JOB NO. LZ-ZSZS 3—DZZ FIGURED BY [7 iier CHECKED BY DATE°345,��..+t SHEET ig OF Copyright 2013, SEGA Engineers pt4 ' .2 .¢ .)Lw q, Tn1,7 179e SEGA Engineers/ /Structural Sc Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 (380) 888-1017 • FAX 888-1018 PROJECT LS2-2825 JOB NO. 13-023 FIGURED BY GAT CHECKED BY DATE 01/25/12 SHEET J OF J SHEAR WALL KEY PLAN SHEAR WALL SCHEDULE Mark Minimum Sheathing (1) Sheathing Nailing (1) Anchor Bolts (3) Remarks (4) 1/2" OSB or 8d @ 6" o.c. 5/8" @ 60" o.c. QaII = 230 plf CDX I1/2" OSB or 8d @ 4" o.c. 5/8" @ 32" o.c. QaII = 350 plf CDX 1/2 OSB or 8d @ 3" o.c. 5/8" @ 16" o.c. QaII = 450 plf CDX Use minimum 3x studs at abutting panel edges and stagger nails. i. See Detail 12/S2.0 for Construction Notes: 1) All walls designated " b" 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 Tess 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. Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information LS2-2825-3R 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 030 1 Skylight U -Factor n/a 9,5.0 ; .I Glazed Fenestration SHGCb a n/a n/a Ceilingk 49i 0.026 Wood Frame Wall"'" 21 int 0.056 Mass Wall R -Value` 21/21h 0.056 Floor 309 0.029 Below Grade Wall'' 10/15/21 int + TB 0.042 Slabd 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 APP:O (L, AUG 0 9 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 22 2018 PERMIT CENTER Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. E2. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. 04. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s la Efficient Building Envelope la 0.5 lb Efficient Building Envelope 1b 1.0 1c Efficient Building Envelope lc 2.0 ld 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 ❑ 000 0 ("1200 kwh 0.5 1.0 0.5 1.5 0.0 3.50 t3I8O 19.E 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. a R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Reserved. g Reserved. b 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. 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 toyour 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 L52 -2825-3R Contact Information Heating System Type: OO All Other Systems QHeat 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 Design Temperature Difference (OT) AT = Indoor (70 degrees) - Outdoor Design Temp 2,825 8.5 U -Factor 0.30 Conditioned Volume 24,013 X Area U -Factor X 0.50 U -Factor X 0.026 U -Factor X No selection U -Factor 0.056 382 Area Area 1,791 Area X Area 2,668 = UA 114.60 = UA = UA 46.57 UA UA 149.41 U -Factor X Area UA 0.025 Below Grade Walls (seeFigure1) U -Factor X Instructions YY No selection Select R•value k� Slab Below Grade (see Figure 1) Instructions Stab on Grade (see Figure 1) Instructions Location of Ducts Instructions Unconditioned Space 1 1,790 Area 44.75 UA F -Factor X Length UA No selection F -Factor , X Length UA No selection Sum of UA Duct Leakage Coefficient 1.10 Envelope Heat Load Sum of UAX or Air Leakage Heat Load VolumeX 0.6XtT X.018 46 355.32 16,345 Btu / Hour 11,929 Btu / Hour Building Design Heat Load 28,274 Btu / Hour Air Leakage + 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 Budding Heat Loss X 1 Maximum Heat Equipment Output 43,542 Btu / Hour Budding and Duct Heat Loss X 1.40 for Forced Air Furnace Badding and Duct Heat Loss X 1.25 for Heat Pump (07/01/13) Window, Skylight and Door Schedule Project Information LS2-2825-3R 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 Width Height Qt. Feet Inch Feet !nth 1 3 6 8 Width Height Qt. Feet Inch Feet Inch 1 ENTRY 0.0 0.28 DEN 6. 0.28 6 DEN 3 0.28 8.0 KITCHEN 2.24 0.28 6 UTILITY 4 0.28 1 NOOK 0.28 8.0 GREAT ROOM 6 0.28 6 UPPER ENTRY 2 0.28 . 5.60 UPPER ENTRY 0.28 2 MEDIA ROOM 6 0.28 2 BEDROOM 3 16.0 0.28 4.48 BATH 6 0.28 5 BEDROOM 2 1 0.28 PLAYROOM 0.0 0.28 1 MSTR BATH 3 0.28. 1 MSTR BATH 0.00 0.28 MASTER BEDROOM 6 0.28 4 0.0 1. 4 0.0 4 0.00 1 p . 0.00 2 1 8 5 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 Width Height Qt. Feet Inch Feet !nth 1 3 6 8 Width Height Qt. Feet Inch Feet Inch 1 1 0.0 8 1 6. 6 24.0 3 2 8.0 2 2.24 1 6 10.08 4 1 2 4 8.0 .1 6 33.0 6 9.24 2 6 . 5.60 6 1 2 • 6 24.0 2 2 16.0 2 4.48 1 6 1.12 5 6 1 5 4 0.0 1 1 6 3 0.00 1 5 0.00 4 1, 6 4 0.0 1. 4 0.0 4 0.00 1 2 . 0.00 2 1 8 5 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 Area UA 20.0 4.00 0.0 .. 0.00 Area UA .. 8.0 2.24 ' 36.0 10.08 12.0 3.36 24.0 6.72 8.0 2.24 36.0 10.08 "72.0 20.16 12.0 3.36 8.0 . 2.24 33.0 9.24 .20.0 . 5.60 4.5 1.26 -20.0 • 5.60 24.0 6.72 16.0 4.48 '4.0 1.12 44.0 12.32 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 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 Overhead Glazing (Skylights) Component Description Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Width Height Ref. U -factor 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 0.00 381.5 106.82 0.28 Area 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 IN INN MiTek' Re: B1802008 LS2-2825 -3 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. based on the parameters provided by ProBuild West (Arlington, WA). Pages or sheets covered by this seal: K4486235 thru K4486261 My license renewal date for the state of Washington is September 28, 2018. -tagslr MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 under my direct supervision Zhao, Xiaoming IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 9 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 22 2018 PERMIT CENTER (9P01412 Job Truss Truss Type Qty Ply LS2-2825 -3 > K4486235 B1802008 A01 GABLE 1 1 Job Reference (optional) roBujid Arlington, Arlington,WA 98223 16-0-0 16-0-0 3x6 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:32 2018 Page 1 ID:TZasPCUnFyXNpr(IHu3H Xyn5tu-MFJgOp_LlgvdmVddgjjVgAIJYyB hT5arTpWwfczRjVz 32-0-0 16-0-0 12 13 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 5x8 32-0-0 32-0-0 Ig Scale =1:68.3 Plate Offsets (X.Y)— [2:0-3-9.0-1-81. [6.0-0-4 Edge] 112.0-3-0.Edgej. [18.0-0-4 Edge], [22.0-3-9.0-1-81 128.0-4-0 0-3-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.12 BC 0.06 WB 0.18 (Matrix) DEFL. in (loc) I/deft Lid Vert(LL) 0.00 1 n/r 180 Vert(CT) 0.00 1 n/r 120 Horz(CT) 0.01 22 n/a n/a PLATES GRIP MT20 185/148 Weight: 192 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud *Except* 11-31,13-30,10-32,9-33,14-29,15-28: 2x4 HF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 11-31, 13-30, 10-32, 14-29 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 Grav 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. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf•, h=25ft; Cat. II; Exp 8; 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 Toads 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 withfixed Keels" Member end fixity model was used in the analysis and design of this truss. WARNING - Vitrify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 nv. 10/01/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building opponent, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design fito the overall building design. Bracing Indicated is to prevent budding of individual buss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury end property damage. For general guidance regarding the fabrication, storage, delivery, erection and bradng of busses and buss systems, see ANSVrPIl Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. April 11,2018 Job Truss Truss Type Qty Ply LS2-2825 -3 K4486236 B1802008 A02 Common 9 1 Job Reference (optional) ProBuild Arlington, Ariington,WA 98223 Q-0-9 5-8-1 0 0 5-8-1 10-8-12 16-0-0 3x6 5-0-12 8.00 FIT 5-3-4 1 4x6 11 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:33 2018 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-gSt2b97zo_1 UNfCpOQ13iWreyY6dCUS7iTGUB3zRjVy 21-3-4 26-3-15 32-0-0 5-3-4 5-0-12 5-8-1 2x4 I 3x6 14 13 15 12 18 2x4 I I 4x8 = 5-8-1 5-8-1 10-9-10 5x8 WB = 21-2-6 11 4x8 = 5-1-9 10-4-12 1 26-3-15 10 2x4 11 32-0-0 5-1-9 5-8-1 1 Scale =1:88.8 Plate Offsets (X.Y)— LOADING (psi) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8 0 [2:0-3-9.0-1-8].[9:0-3-9.0-1-81 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL t15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.42 BC 0.98 WB 0.39 (Matrix) DEFL. in (loc) 1/defl Vert(LL) -0.54 11-13 >703 Vert(CT) -0.8411-13 >453 Horz(CT) 0.08 9 n/a Lid 240 180 n/a PLATES GRIP MT20 185/148 Weight 151 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 6-11,6-13: 2x4 HF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 9=1359/Mechanical, 2=1448/0-5-8 Max Horz 2=197(LC 5) Max Uplift9=-27(LC 9), 2=-42(LC 8) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 2-3=-2105/53, 3-4=-1732/38, 4-5=1558/69, 5-6=-1743/189, 6-7=-1753/190, 7-8=-1744/71, 8-9=-2137/58 BOT CHORD 2-14=-103/1690, 13-14=103/1690, 13-15=0/1043, 12-15=0/1043, 12-16=0/1043, 11-16=0/1043, 10-11=0/1676, 9-10=0/1676 WEBS 6-11=-143/941, 7-11=-366/152, 8-11=-388/110, 6-13=-142/924, 5-13=-370/153, 3-13=-350/106 Structural wood sheathing directly applied or 3-4-5 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. 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, 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) 9, 2. 8) "Semi-rigid pltchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ■ April 11,2018 6d9 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/47473 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 thls design Into the overall building design. Bradng Indicated Is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bradng 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 bradng of trusses and truss systems, see ANSI/TP11 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 LS2-2825 -3 K4486237 81802008 A03 COMMON 5 1 Job Reference (optional) roBuild Arlington, Arlington,WA 98223 11.0 5-8-1 -0 5-8.1 1 10-8-12 5-0-12 1 8.00 12 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:33 2018 Page 1 ID:TZasPCUnFyXNprG Hu3H_Xyn5tu- gSt2b9?zo 1UNfCpOQ13iWrdXYA5CSY?iTGUB3zRjVy 16-0-0 21-3-4 5-3-4 5-3-4 4x6 Ft n 2x4 I 3x6 i N 45 3x6 4 8 3x6 3 Ar.• 26-3-15 I 32 -0.0 -yl 5-0-12 5-8-1 1-0.0 3x6 = 18 2x4 11 5-8-1 5-8-1 17 25 26 16 27 28 4x8 = 5x12 MT2OHS WB = 10-9-10 5-1-9 Plate Offsets (X.Y)— 15 4x8 = 3x6 9 3x6 10 14 4x6 = 13 3x6 — 2x4 11 21-2-6 26-115__________11,969__3.1 -01 10.4-12 5-1-9 4-8-1 -0-0 Scale =1:73.1 [2:0-3-9.0-1-8). (11:0-3-9 0-1-81 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 0.45 BC 0.76 WB 0.52 (Matrix) DEFL. in (loc) I/defl lid Vert(LL) -0.3515-17 >999 240 Vert(CT) -0.79 15-17 >462 180 Horz(CT) 0.04 13 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 165/146 Weight: 174 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 HF Stud *Except* 6-15,6-17,19-23: 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 2=1492/0-5-8, 13=1597/0-5-8 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=2166/0, 3-4=-1835/0, 4-5=-1671/0, 5-6=-1855/0, 6-7=-1773/0, 7-8=-1580/0, 8-9=1744/0, 9-10=-1754/0 BOT CHORD 2-18=0/1754, 17-18=0/1754, 17-25=0/1087, 25-26=0/1087, 16-26=0/1087, 16-27=0/1087, 27-28=0/1087, 15-28=0/1087, 14-15=0/1388 WEBS 6-15=-24/897, 7-15=-383/158, 9-14=-341/0, 6-17=-18/1048, 5-17=-369/154, 3-17=-306/153,10-14=0/1372,10-13=-1431/30 Structural wood sheathing directly applied or 3-5-2 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=ll0mph (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) 200.OIb 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 MT20 plates 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. April 11,2018 ,, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M?OC REFERENCE PAGE MD 7473 nv. 10/09/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent budding 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 busses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. mit MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825 -3 K4486238 B1802008 AO4A Common Girder 1 2 Job Reference (optional) Pro8uild Arlington, Arlington,WA 98223 14341 -0 1 6-3-3 -0-0 6.3-3 1 3x6 i r 2 3x8 = 16 2x4 II 7.640 $ Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:35 2018 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-mq?oOrODKbHCdzMCWr3XnxxxOMoHgH019nlaGxzp Vw 12-0-0 1 16-0-0 17-5.121 23-0-0 27-6-0 32-0-0 5-8-13 4-0-0 1-5-12 5.6-4 4-6-0 4-6-0 8.00 ITF 6-3-3 12-0-0 6-3-3 5-8-13 4x8 5 3x6 = 2x4 11 7 4x8 8 3x6 9 10 15 14 18 3x8 = 4x8 = 13 3x10 I I 19 20 21 16-0-0 17-5-124 23-0-0 5-6-4 4-0-0 1-5-12 12 22 23 8x8 = 27-6-0 11 2x4 11 24 32-0-0 4x12 4-6-0 4-6-0 1¢ 0 Scale =1:68.8 Plate Offsets (X.Y)— [2:0-8-0.0-0-14].16:0-3-0.Edge]. [10:0-2-3.0-2-51 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 0.56 BC 0.90 WB 0.84 (Matrix) DEFL. In (loc) I/defl Ltd Vert(LL) -0.20 12-13 >999 240 Vert(CT) -0.33 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 2x4 HF No.2 BOT CHORD 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 REACTIONS. (Ib/size) 10=5767/0-5-8, 2=3635/0-5-8 Max Horz 2=197(LC 5) Max Upliftl0=-369(LC 9), 2=-273(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=-59041452, 3-4=-5472/452, 4-5=53541486, 5-6=-350/33, 7-8=-536/76, 8-9=8111/621, 9-10=-9384/628 BOT CHORD 2-16=426/4743, 15-16=-426/4743, 14-15=-471/6146, 14-18=472/6147, 13-18=-471/6148, 13-19=-467/6103, 1940=467/6103, 20-21=-467/6103, 12-21=-467/6103, 12-22=463/7653, 22-23=463/7653, 11-23=-463/7653, 11-24=-463/7653, 10-24=-463/7653 WEBS 8-12=123/1630, 9-12=-1149/95, 9-11=3/1214, 5-15=252/2588, 3-15=448/157, 13 -17= -408/3645,7 -17=-276/260,12-17=-16/1032,8-17=6718/686,5-17=-4227/464, 15-17=-2960/382 Structural wood sheathing directly applied or 3-6-0 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 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All Toads 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=1lomph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25fk 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, 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=lb) 10=369, 2=273. Continued on page 2 AiX WARNING - Verify design parameter= and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MBTeke 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 budding 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 guktance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Intonation available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. April 11,2018 250 Klug Circle Corona, CA 92880 Job B1802008 Truss AO4A Truss Type Common Girder Qty 1 Ply 2 LS2-2825 -3 K4486238 Job Reference (optional) n, „ yrs r, r+mngru vvt, ad[zs 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:35 2018 Page 2 ID:TZasPCUnFyXNprGIHu3H Xyn5tu-mq4o0rODKbHCdzMCWr3XnxxxoMoHgH019nIaGxzRjVw 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 Ib 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, and 604 Ib down and 28 Ib up at 27-5-4, and 604 Ib down and 28 Ib up at 29-5-4 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) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MRER REFERENCE PAGE U0-7473 rev. 1W03/2015 BEFORE USE Design valid for use only with M(TekI connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bradng Indicated Is to prevent budding of Individual buss web and/or chord members only. Additional temporary and permanent bradng 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 bradng of busses and buss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Infomratlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek° 250 Klug Chile Corona, CA 92880 Job B1802008 Truss A048 Truss Type Common Girder Qty 1 PIy 2 LS2-2825 -3 K4486239 Job Reference (optional) -0-q 6-3-3 0.0 6-3-3 12-0-0 5-8-13 8.00 1-12- 4x8 5 7.640 s Aug 16 2017 MITek Industries, Inc. Wed Apr 11 18:32:37 2018 Page 1 ID:TZasPCUnFyXNprGIHu3H Xyn5tujo7ZRX2UsCXwsHVbdG57tMoEv9Uh8C0ad5EhKgzR)Vu 16-0-0 17-5-124 23-4-10 24x0-12 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 7 88 - 2x4 14 3x10 11 16 15 19 3x8 = 4x8 = 6-3-3 12-0-0 I 16-0-0 17-5-12i 22-0-0 43.4_1q 27-10-10 6-3-3 5-8-13 4-0-0 1-5-12 4-6-4 1-4-10 10x10 = 5x12 MT2OHS I I 4-6-0 4-1-6 32-0-0 { Scale 1:69.8 Plate Offsets (X.Y)— ]2:0-8-0.0-0-14]. [6:0-3-0.Edgej. [8:0 4-0.0-2-8j. [10:Edge.0-1-8J. [11:0-5-8.Edgej. [13:0-3-0.0.4-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCOL 10.0 BCLL 0.0 BCDL 80 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. Vert(LL) Vert(CT) Horz(CT) in (ioc) -0.18 13-14 -0.31 13-14 0.11 11 1/deft >999 >999 n/a Ud 240 180 n/a PLATES MT20 MT2OHS GRIP 185/148 139/111 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 BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. (lb/size) 2=3770/0-5-8, 11=6509/Mechanical Max Horz 2=246(LC 21) Max Uplift2=324(LC 8), 11=-566(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - Ail 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=-4656/466, 9-12=-253/100, 5-16=-303/2769, 3-16=-449/164, 14-18=-453/3643, 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=-106/584 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. RIgid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12. 1 Row at midpt 8-18 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. 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 11; 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 flt 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 I WARNING - Verify design pommelars and READ NOTES ON THIS AND INCLUDED Mr7EX REFERENCE PAGE MIL7473 no, 10M3/2018 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 buss system. Sabre use, the budding designer must vaulty the applicability of design parameters and properly incorporate tie design into the overall building design. Bracing Indicated Is to prevent budding of individual trues 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, dedvery, erection and bradng of trusses and truss systems, see ANSVrPII Quality Criteria, 1381329 and SCSI Building Component Safety Information evadable from True Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. April 11,2018 .hof;e .. i1".,`Xk'g.x..ti».w";s'ia Mil MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825 -3 K4486239 B1802008 AO4B Common Girder 1 A 2 Job Reference (optional) nig on, NOTES - 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 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) 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:37 2018 Page 2 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-D7ZRX2UsCXwsHVbdG5?IM0Ev9Uh8C0ad5EhKgzRtvu A WARN/NG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mf47473 rev. 1W03/2015 BEFORE USE Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated Is to prevent budding 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 buss systems, see ANSUTPN Quality Criteria, DSB49 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Miiek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825 -3 K4486240 B1802008 A05 Common 7 1 Job Reference (_optional) ProBuild Arlington, Arlington,WA 98223 11-0-q 5-8-1 1-0-0 5-8-1 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:37 2018 Page 1 ID:TZasPCUnFyXNprG Hu3H_Xyn5tu-jD7ZRX2UsCXwsHVbdG5?tM0KI9cr8HCad5EhKgzRjVu 10-8-12 1 16-0-0 117-5-0 5-0-12 5-34 1-5-0 4x6 11 3x4 II 5-8-1 5-8-1 10-9-10 5-1-9 17-5-0 6-7-6 Scale =1:67.6 Plate Offsets (X Y)— [2:0-3-9 0-1-8] 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 lncr YES Code IBC2015/TP12014 CSI. TC 0.37 BC 0.39 WB 0.47 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.11 8-9 >999 240 Vert(CT) -0.17 8-9 >999 180 Horz(CT) 0.01 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 103 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 "Except* 5-9,3-9,3-10: 2x4 HF Stud REACTIONS. (lb/size) 2=822/0-5-8, 8=730/Mechanical Max Horz 2=289(LC 5) Max Uplift2=20(LC 8), 8=-83(LC 8) Max Gray 2=822(LC 1), 8=809(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1026/11, 3-4=-639/9, 4-5=-493/39, 5-6=-637/158 BOT CHORD 2-10=-91/794, 9-10=-91/794 WEBS 6-9=-174/845, 5-9=-379/152, 3-9=-400/95, 6-8=-744/137 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-8, 6-8 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 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, 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, 8. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. IA WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl•7473 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is fm an Indivldual building component, not a truss system. Before use, the buiiding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent budding 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 bradng of busses 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. April 11,2018 MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825 -3 K4486241 B1802008 A06 GABLE 1 1 Job Reference (optional) rouu110 Anington, ington,WA 98223 1-°-9 -0.00 15-3-0 15-3-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:38 2018 Page ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-BPhxft36dWfnUQ4nB cEPZZXsZxgtp9krizFsGzR)V 1p-0- 19-6-0 28-0-0 I 32-0-0 0 3.6-0 8-6-0 4-0-0 3x6 3x6 12 11 3x6 = 14 3x6 = 26 34 33 32 31 30 29 28 273x6 = 5x8 = 15-6-0 15-6-0 25 3x8 = 23-9-0 32-0-0 3x6 =- 8-3-0 8-3-0 8-3-0 Scale =1:72.0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.22 BC 0.48 WB 0.17 (Matrix) DEFL. in (loc) Udell L/d Vert(LL) -0.08 25-27 >999 240 Veit(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 BOT CHORD WEBS OTHERS 2x4 HF No.2 *Except* 22-27: 2x6 DF No.2 2x4 HF No.2 2x4 HF Stud 2x4 HF Stud "Except" 11-27,13-14,10-28,9-29,15-16: 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD WEBS JOINTS 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 atjoint(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 except 24=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 Structural wood sheathing directly applied or 5-9-14 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 25-27,24-25. 1 Row at midpt 11-27, 13-14, 10-28 1 Brace at Jt(s): 17, 13, 21 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 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. April 11,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/05/2015 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. Bradng indicated Is to prevent buckling of Individual truss web and/or chord members only. Addltionai temporary and permanent bradng 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 bradng of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB49 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Nal MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825 -3 K4486242 81802008 B01 GABLE 1 1 Job Referencejgptional) ProBulld Arlington, Arlington,WA 98223 r1-0-0 1-0-0 5-11-7 11-6-0 5-11-7 5-6-9 1 4x4 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:39 2018 Page I D:TZasPCUnFyXNprGI Hu3H_Xyn 5tu-fcFJsD3kOgnd6afzlh7Tyn5bEzHScFCt4PjoPizRjvs 14-6-8 23-0-0 4-0-04 3-0-8 8-5-8 1-0-0 1 7-6-0 7-6-0 14-6-8 7-0-8 1 23-0-0 8-5-8 1 Scats =1:52.4 Plate Offsets (X.Y)— [2:0-0-13.EdgeJ. [3:0-3-9.Edgej. [11:0-3-9.0-1-81. [16:0-6-12.0-5-15J LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " L 8.0 BCD SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.69 BC 0.50 WB 0.25 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.11 2-17 >999 240 Vert(CT) -0.23 2-17 >743 180 Horz(CT) 0.07 16 n/a n/a PLATES GRIP MT20 185/148 Weight: 112 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 `Except* 3-16: 2x6 DF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud WEDGE Right 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 4 REACTIONS. All bearings 8-0-0 except Qt=length) 2=0-5-8, 16=0-5-8. (Ib) - Max Horz 2=-148(LC 6) Max Uplift All uplift 100 Ib or Tess at jolnt(s) 2, 14, 13, 16 except 15=-111(LC 9) Max Gray All reactions 250 Ib or less at joint(s) 11, 15, 14 except 2=650(LC 1), 13=285(LC 1), 16=938(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1116/0, 3-4=-1034/116, 4-6=-1196/134, 6-16=1306/148 BOT CHORD 2-17=-25/911, 16-17=-26/884 WEBS 4-5=-292/34, 3-17=0/686 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) 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, 14, 13, 16 except (jt=lb) 15=111. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 11,2018 WARNING -Varity 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. Bradng Indicated is to prevent budding of individual buss web and/or dwrd members only. Additional temporary and permanent bradng Is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bradng of trusses and truss systems, see ANSUrPI1 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 Ckde Corona, CA 92880 Job B1802008 ,_ ,...,..�.__.4 Truss B02 Truss Type MONOPITCH GIRDER Qty 1 Ply LS2-2825 -3 K4486243 Job Reference (optional) n, 1 4-3.7 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:40 2018 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-7ooh3Z4M97vUjkEAIPfiU_evjNiALgK1J3SLx9zR)Vr 8-5-8 4-3.7 4-2-1 2x4 11 3 1 4-3-7 8-5-8 4-3.7 40-1 I6 Scale =1:36.2 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.07 BC 0.15 WB 0.32 (Matrix) DEFL. In (loc) 1/dell Lid 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 BOT CHORD WEBS 2x4 HF No.2 2x8 DF SS 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. Alternate to 1/2" dia. Bolts & Washers specified in note 1: USP WS6, SIMPSON SDS25600,SDW22638 OR TRUSSLOK TSLZ006, 1/4" X 6" LONG WOOD SCREWS SPACED @ 24" OC, 2 ROWS (ONE ROW -2X4) DRIVEN FROM EITHER SIDE OF 4 -PLY GIRDER TRUSS CAN REPLACE THE 1/2" BOLTS @ 48" OC IN CHORD MEMBERS AS SHOWN IN THE NOTE SECTION. 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/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 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 11; 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 fol 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=lb) 4=678. 8) "Semi-rigid pltchbreaks 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 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EM REFERENCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Werke) connectors. This design is based only upon parameters shown, and is for an Individual building component, not a teres 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 budding of individual truss web andfor chord members only. Additional:temporary and permanent bracing la ahvays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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. April 11,2018 MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825 -3 K4486243 61802008 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 Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:40 2018 Page 2 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-7ooh3Z4M97vUJkEAIPflU_evJNIALgK1J3SLx9zRjVr WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEX 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 en Individual !wilding component, not e truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate Ihls design Into the overall building design. Bracing Indicated is to prevent budding of individual buss web and/or chord members only. Additional temporary and permanent bradng is ahvays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bradng of busses and truss systems, see ANSUTPII Quality Criteria, 058.89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street Sulte 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825 -3 K4486244 B1802008 B03 Scissor 7 1 Job Reference (optional) roBuild Arlington, ington,WA 98223 5-9.3 5-9-3 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:40 2018 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-7ooh3Z4M97vUjkEAIPriU epMNaJLgV1J3SLx9zRjvr 11-3-12 14-7-8 5-6-9 3-3-12 4x8 = 3 3x6 % 4.00 12 7-3-12 14-7-8 5 3x4 7-3-1 7-3.12 1 7 N 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 CS1. TC 0.48 BC 0.66 WB 0.37 (Matrix) DEFL. in (loc) I/defl Lid 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. (Ib/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 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) TCLL: ASCE 7-10; Pf=25.0 psf (fiat 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) 1, 5. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 11,2018 WARNING - Verify design parameters and READ NOTES ON TN/S 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 buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bradng indicated Is to prevent budding of individual truss web and/or diord members only. Addlttonal temporary and permanent bradng 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 bradng of trusses and truss systems, see ANSI/TPII Quality Crtterla, 058.89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. MIT MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825 -3 K4486245 B1802008 C01 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Ariington,WA 98223 -1-0-0 1 1-0-0 8-3-0 8-3-0 3x6 = 7.640 s Aug 16 2017 MTek Industries, Inc. Wed Apr 11 16:32:41 2018 Page 1 ID:TZasPCUnFyXNprG Hu3H_Xyn5tu-b_M4Hu5 vR1LLupMs6Ax1CB4hn4t4BwAYjCvTbzRjVq 16-6-0 17-6-0 8-3-0 1-0-0 Scale = 1:35.4 16-6-0 16-6-0 Plate Offsets (X Y)— 12.0-3-9.0-1-:), p:0-3-0 Edge) 112:0-3-9.0-1-81 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • 8.0 BCDL SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IBC2015/TP12014 CSI. TC 0.12 BC 0.06 WB 0.04 (Matrix) DEFL. in (loc) I/deft Ltd 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: 75 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 16-6-0. (Ib) - Max Horz 2=109(LC 7) Max Uplift All uplift 100 Ib or less atjoint(s) 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. 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) 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) 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. April 11,2018 Ao. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE M/F7473 rev. 1W0312015 BEFORE USE. Design valid for use only with Wel* 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 budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUrP11 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 B1802008 Truss CO2 Truss Type Common Qty 3 Ply 1 LS2-2825 -3 K4486246 Job Reference (optional) ington, I -40.0 1-0-0 4-0-0 4-0-0 6-3-0 4-3-0 4x4 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:41 2018 Page 1 ID:TZesPCUnFyXNprGIHu3H_Xyn5tu-b_M4Hu5 vR1LLupMs6Ax1C82GnzP49DA' CvTbzRjVq 12-6-0 16-6-0 117-6.0 I 4-3-0 4-0-0 1-0-0 8-3-0 16-6-0 Plate Offsets (X.Y)- [2:0-3-9.0-1-81.[6:0-3-9.0-1-81 8-3-0 8-3-0 Scale =1:36.6 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.21 BC 0.47 WB 0.15 (Matrix) DEFL. in (loc) 1/dell L/d Vert(LL) -0.08 2-8 >999 240 Veit(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. 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) TCLL: ASCE 7-10; Pf=25.0 psf (fiat 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) 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. A)j WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGEMII-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. Bradng Indicated Is to prevent budding of Individual truss web and/or chord members only. Additkmal temporary and permanent bradng Is always required for stability end to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bradng of trusses and truss systems, see ANSvrPII Quality Criteria, 058.89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. April 11,2018 MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825 -3 K4486247 81802008 DO1 Scissor Supported Gable 1 1 Job Reference (optional) ProBuild Arlington, Ariington,WA 98223 -1-0-0 1-0-0 7-8-0 7-6-0 4x4 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:42 2018 Page 1 ID:TZasPCUnFyXNprGIHu3H Xyn5tu-3BwSUE6dg19Cz2OYQphAaPjFLAOopeBJmNxS41zRJVp 15-0-0 16-0-0 1 7-6-0 1-0-0 Scale =1:33.4 7-6-0 15-0-0 7-6-0 7-6-0 Plate Offsets (X Y)— [2:0-0-13.EdgeJ. [8:0-0-13.Edge] 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 0.13 BC 0.08 WB 0.05 (Matrix) DEFL. in (loc) 1/dell Ud Vert(LL) -0.00 9 n/r 180 Vert(CT) -0.00 8 n/r 120 Horz(CT) 0.00 8 n/a 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 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. REACTIONS. All bearings 15-0-0. (Ib) - Max Horz 2=100(LC 7) Max Uplift All uplift 100 Ib or less at Jolnt(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. 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 fiat 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 Ilve Toad 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. A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE MI47473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent budding of Individual buss web and/or chord members only. Additional temporary and permanent bracing is always required fa 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 ANSUfP11 Quality Criteria, OSB -89 and SCSI Building Component Safety Informarlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. April 11,2018 MiTek' 250 Klug Circle Corona, CA 92880 Job.Truss 01802008 e_o.....�.__. F01 Truss Type Scissor Supported Gable Qty 1 Ply 1 LS2-2825 -3 K4486248 Job Reference (optional) -1-0-0 1-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:42 2018 Page ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-3BwSUE6dgl9Cz20YQphAaPjDgAOBpewJmNxS?1 zRIjVp 6-3-0 I 12.8-0 13-6-0 6-3-0 6-3-0 1-0-0 4x4 6-3-0 12-6-0 6-3-0 Plate Offsets (X.Y)- [2:0-0-13 Edgel.16.0-0-13.Edge) 6-3-0 Scale =1:28.6 57 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 0.12 WB 0.06 (Matrix) DEFL. in (loc) I(dell Lid Vert(LL) -0.01 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: 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. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8pst, h=25ft; Cat. Il; 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 Toads. 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. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTekSi 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 Uie applicability of design parameters and property incorporate this design into the overall building design. Bradng indicated b to prevent buckling of individual truss web and/or chord members only. Additionaltemporary and permanent bradng Is always required for stability end to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bradng of busses and truss systems, see ANSUrP11 Quality Criteria, OSB -89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. April 11,2018 Mit MiTek` 250 Klug Chole Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825 -3 K4486249 B1802008 F02 Scissor 1 1 Job Reference (optional) ProBuild Arlington, Ariington,WA 98223 -1-0-0 1-0-0 6-3-0 8.00 1712- 3x6 % 6-3-0 4x4 = 6 5x8 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:43 2018 Page 1 ID:TZasPCUnFyXNprGIHu3H Xyn5tu-XNUgIa7FR2H3aCzk XCP6dGEHaflY2xT?1h?YUzR)Vo 12-6-0 I 13-6-0 6-3-0 1-0-0 4.00 12 ; 6-3-0 6-3-0 12-6-0 6-3-0 3x6 Scale = 1:28.4 Plate Offsets (X.Y)- (2:0-0-13.Edgej. [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/TPI2014 CSI. TC 0.88 BC 0.45 WB 0.20 (Matrix) DEFL. in (loc) I/defl Ud 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. 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) 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 Toad 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 arty 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. April 11,2018 a WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEC 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 bunding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding 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 ANSURPII 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 81802008 F03 Truss Type Common Girder Qty 1 Ply 2 LS2-2825 -3 K4486250 Job Reference (optional) -1-0-0 1-0-0 6-3-0 6-3-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:44 2018 Page 1 ID:TZasPCUnFyXNprGIHu3H Xyn5tu-0Z2Cvw7tCMPwCLYxxEjefgpp?_xPHKpcEhQZ4vaRjVn 12-6-0 6-3-0 4x6 11 Scale =1:28.0 6-3-0 6-3-0 12-6-0 Plate Offsets (X.Y)— [2:0-2-8.0-21).14.0-2-8 0-2-11 6-3-0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.88 BC 0.65 WB 0.93 (Matrix) DEFL. in (loc) I/deb Lid Vert(LL) -0.08 2-5 >999 240 Vert(CT) -0.14 2-5 >997 180 Horz(CT) 0.02 4 n/a n/a PLATES GRIP MT20 185/148 Weight 101 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.1&Btr BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/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) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4833/137, 3-4=-4828/135 BOT CHORD 2-6=-65/3902, 6-7=-65/3902, 5-7=-65/3902, 5-8=-65/3902, 8-9=-65/3902, 4-9=-65/3902 WEBS 3-5=-63/4945 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 0-7-0 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; Ih=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 loads) 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 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek81 connectors. This design is based only upon parameters shown, and is for an Individual budding component not a truss system. Before use, the budding designer must verify the applicability of design parameters and properly Incorporate this design irtb3 the overall building design. Bradng indicated is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bradng Is always required for staMltty and to prevent collapse with possible personal injury and property damage. For general guklance regarding the fabrication, storage, delivery, erection and bradng of busses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. April 11,2018 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825 -3 K4486250 61802008 F03 Common Girder 1 2 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(B) 6=-1343(B) 7=-1343(B) 8=-1343(B) 9=-1343(B) 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:44 2018 Page 2 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-OZ2Cvw7tCMPwCLY5XEjefgpP7 xPHKpcEhQZ4wzRJYn 451, WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 0111-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITekti connectors. This design Is based only upon parameters shown, and Is for en IndMdual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall bulding design. Bradng Indicated Is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bradng is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and buss 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. =1 MiTek" 250 Klug Circle Corona, CA 92880 Job,Truss B1802008 G01 Truss Type Common Supported Gable Qty 1 Ply 1 LS2-2825 -3 K4486251 Job Reference (optional) -1-0-0 1-0-0 0-0-n 6-0-0 4x4 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:44 2018 Page ID:TZasPCUnFyXN prGIHu3H_Xyn5tu-0Z2Cvw7tCMPwCLYxXEjefgpaq_4zHYNcE hQZ4wzRJYn 19 -n -n 13-0-0 6-0-0 1-0-0 Scale = 1:23.0 3x6 = 10 2x4 11 9 2x4 11 12-0-0 8 2x4 I I 3x6 = 17-0-0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.19 BC 0.10 WB 0.06 (Matrix) DEFL. in (loc) 1/deft L/d 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 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. 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) 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 ANSUTPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; 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 Toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tat 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. 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 parameter: and properly incorporate this design into the overall building design. Bradng indicated Is to prevent budding 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, DSB49 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. April 11,2018 MiTek" 250 Krug Circle Corona, CA 92880 riffs Job Truss Truss Type Qty Ply LS2-2825 -3 K4486252 B1802008 G02 Common 1 1 Job Reference (optional) ProBuild Arlington, -1-0-0 1 1-0-0 Arlington,WA 98223 6-0-0 6-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:45 2018 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-UIca7GBVzgXngV775yEtB2LbJ0Md0 CmSKA6cMzRjVm 12-0-0 I— 13-0-0 I 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 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.78 BC 0.33 WB 0.09 (Matrix) DEFL. in (loc) I/dell Ud 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 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. 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 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 pltchbreaks 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 wt h MM1Tek® 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 end property Incorporate this design into the overall building design. Bradng Indicated Is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bradng is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regardhg the fabrication, storage, delivery, erection and bradng 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. April 11,2018 MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825 -3 , K4486253 B1802008 H01 Common Structural Gable 1 1 Job Reference (optional) rotdua0 A mg on, n ington,WA 98223 -1-0-0 1-0-0 4-2-0 4-2-0 4x4 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:45 2018 Page 1 I D:TZasPCUnFyXNprGI H u3H_Xyn5tu-UIca7G BVzgXngV775yEtB2Lj EOPQ07dmSKA6cMzRym 8-4-0 9-4-0 4-2-0 . 1-0-0 4-2-0 8-4-0 4-7-0 4 -?-0 Scale =1:21.6 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IBC2015/TP12014 CSI. TC 0.28 BC 0.15 WB 0.06 (Matrix) DEFL. in (loc) I/dell L/d Vert(LL) -0.01 2-6 >999 240 Vert(CT) -0.02 2-6 >999 180 Horz(CT) 0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 31 lb 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) 2=426/0-3-8, 4=426/0-3-8 Max Horz 2=61(LC 7) Max Uplift2=-21(LC 8), 4=-21(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=380/11, 3-4=380/11 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. 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 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. , WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITt:K REFERENCE PAGE MM -7473 ray. 10/03/2015 BEFORE USE Design valid for use ony with MITek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a buss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bradng is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrlcation, storage, delivery, erection and bradng of busses and truss systems, see ANSVTPN Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. April 11,2018 MiTek" 250 Klug Circle Corona, CA 92880 roBuild Arlington, Arlington WA 98223 LOADING TCLL (psf) (Roof Sno 25.0 TCDL It =25.0) BCLL 10.0 0.0 • • :r LUMBER - TOP CHORD tiro HF WEBSBOT CHORD 2x4 HF Noo2 54 HF Stud *Except* BRACING_ REACTIONS TOP CHORD Max Max V rz 2'64(LC 7)(lb/size) 8' S=305/Mechanical BOT CHORD FORCES. PItft2=-22(LC 8), 5=-3(LC 9) TOP CES. (6) -2 3x-339 26/ a _Ten. _ All forces 250 (Ib) or less except NOTES- TOP 318/27.4-5—_ 1) W;^d: — 263/23 Pt when shown. ASCE_ 7 10; Vult_ (envelope) gable end zone; (3 -send 2) TCLL: ASCE 7- zone; cantilever le gust) Vasd=87m 3) This truss has been psf (flat ft and right exposedph; TCD _ non designed for roof snow • ; end LyE psf;.; t. 1 4) This truss with other live loads. of ) Category 11: Ex vertical left and right .4'8psf h=25ft; Cat II; Truss has been min P B; Ful ex Ex 5) •This roof live load of 16.0P•' Ct. 1 Posed; lumber DOL_p B; enclosed; MWFRS 6) Refer t uss has bottom chordeen designed for live Sf bottom chord live load psf or 2x00 times flat roof load of 25.0 1 60 plate grip DOL=1.60 between "Semi-rigid vld tss has for connection sind f any other load of 200.0psf on the bottom chord in a as where loads. psf on overhangs 8caltonne chord to Y other live maks Wlti, fixed y others) of truss to bearing m a rectangle 3-6-0 heels" Member 9 Plate tall by 2-0-0 fix' of withstandingwide will rend /ty model Was used in thea^sls a^0016 uplift at Joint s d design of this truss. S. 8.00 ID: 7'640 s Au b Reference o. tional 4-2 0 T2asp 40 s AUg 16 201 Mi Stu industries, Inc. Wed Apr 11 3-5-8 c97kzleRfh 1flm6kFuvGo,d,S7 4x4 3x4 II 4 3x4 = w 6 2x4 II SPACING - Plate Grip DOL 2-0-0 Lumber DOL 1.15 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. DEFL, (lac) 1/de TC 0.19 WB BC 015 (Vert(LL) 0.01 fl Lid 0.05 VertCT 2 6 >999 240 999 180 (Matrix)) HorzC) 0.00 .0325 �Na /a 5 2x4 II PLATES GRIP MT20 185/148 Weight: 25 Ib FT Structural W = 20% end vertical wood sheathing direct) Rigid ceiling y applied or 1 y applied except 9 directlor 6 0 0 oc Purlins, 0'0-0 oc bracing. Design valid for use daWin pets/niters cos and READ building design. Before Uaep�e ITek® �nnecton: NDS °N THIS max...: is ahW 8n. eredn ets/ni Thfa deal AND INCLUDED REFERENCE r9 91199giraired fare l th b la to designer us< �rify these seed onty UPonUDED M/fir ewniar a b nt, not safety d ase, ave a frornity and re prevent bracing collapse � Possiblee �trvsar eb door ParametersParemeand pro) for an nalltemp racy a permanent bracing nnaflon reotbn Truss Platen trusses and trussreonel lnlury and el liydamage. ammembers PSN neral ukla r gem USE Institute, 27E N. lee Street, systems, 312, P�ANSUrPa,1�� general Additiincorporate Ut/s onal Pe �e overall Alexandria, VA 223Rgallty Criteria, DSB regarding the end Building Co �88 and SCSI Building ComPonsnf Mi-ek` 25o KWo Sci Arlington, gill".1111 Arlington,WA 98223 •J . 1. 1-6-8 3x6 \\ 2 .. e0111 SPACING- 2A-0 Plate Grip DOL 1.151,15 Lumber DOL Rep Stress Incr NO Cade IBC20151TPI2014 LOADING (PS ) 25.0 TCLL 25.0 Roof Snow ) (goof 10.0 SCLC 0.0 .0, BCDL TOP CHORD 2x4 DF 1800F 1.6E NS. (Iblsize) 3=157,Mechanical, 2=28910-4 9 LUMBER- REACTIONS. Horz 2=761 LC10�) 2=52(LC 10) Max Uplift3=56( Max Gray 3=186(LC 16), 2=299(LC 16) Ib or less except when shown 25ft; Cat. ll; EXP B; en plate 9d LR1.60 Ib Max. C°r^P.IMax Ten. All forces 250 tib) 6.OPst BCDL='t•8ps s� bet DOL=1.60 FORCES. ()' 4.8 po • Cum gust) ht expo7mPh TCDL= end vertical left and right2-0-0 wide will NOTES - 3) (3 -second 9 ht exposed Ex B;pully Exp 3-6-0 tall by ASCE 7-10; Vult=110mP ( Category 11; Pwhere a rectangle 1) Wind: able end zone; cantilever left and rigin all areas pn de 0 designed (flat roof snow): for this design. m chord (envelope) 9 considered the bottom verify capacity 6) 2) TCLL: ASCE 7-10; have been 0 sf on designer should 3) Unbalanced snow loads h rain formula. Building ss has been des19^ed for a liv°tneamembers. 4) • This truss chord and any ANSIITPl 1 angle to 9 lift at joint(s) 3.2' can the bottom ss to truss connections. using 100 Ib uplift fit between for truss grain value standing n of this truss. up at 2-9-8, 5) Refer to girder(s) parallel t0 able of with design 471bf others. gearing atechani 2 considers P ss to bearing plate capable in the analysisdand s) 691b down and model was ted load(s) is the responsibility of bearing surface' connection (by others) ember and fixity ort conte device(s) fixed heels" provided sufficient to support such connectionerl d 7) provide mechanical con The designiselectio^ of as front (F) or back (B). 8) "Semi-rigid pitchbreakswith s shall be p connection device() lied to the face of the truss are n 9) Hanger(s) or other GO^ and 551b down and 331b up at 2-9-8 on top 10) In the LOAD CASES) section, loads applied Standard Lumber Increase= -1.15, Plate Increase=1.15 LOAD CASE(S) balanced) 1) Dead +Snow Uniform Loads (pit) Vert: 5.66 12 3x4 CSI. TC 0.12 BC 0.00 WB 0.00 (Matrix) Apr 11 16:32:46 2018 page 1 o•tional WedAp 46 8 Page Ji Job Reference �K�7�eRfh•I�^gkFuxR°^z 7.640 3 Aug 16 2 314Xiyn5luTek nyy Ames, Inc. ID:naspCUnFyXNp 44-15 3x4 3x4 in (i°c) 1,999 240 eft L.16 DEFL. .402 2 3 X999 180 Vert(LL)-0.02 3 nla nla Vert(CT) -0.00 Hort(Ct) urlins. Structural wood sheathing directlyr10 0applied bci 9,15 oc P Rigid ceiling directly applied or 10 Scale =1:11.4 PLATES GRIP MT20 2201195 71b FT = 20% Weight: BRACING - TOP CHORD BOT CHORD y2e15 BEFORE USE OE PAGE MIFTQ3 rev. 10/0 not ���nc� duet bonding component,reit INCLUDED MITER REF" �d is for an individual this. 10/03 Into an� overall . T NOTES ON bTHISase AND td only ui pon parameters a ame�e ters d miserlya Incorporate ona% dual b temporary and ce std 0 rhe Component WARNING' Voir� N�ilTelc® connectors. This verifyMe applicability d mor shad m e$general 9u�pSB.69 and BCSei Building Come n vend for use the boding vent budding of pool le trusinjury and prop314. NSrrtPr1 p or rSul net must nt Design system. Be d^9 use, revicolIaPSO pool le personal and truss sums sae Alexandria, VA 22 {s to P trusses POe tiiinino deslg^• Booing and to Prete r„adn9 � �s�s N Lee Street. Suite 312, Apf1111,2018 250 Klug Circle Corona, Job Truss Truss Type Qty Ply LS2-2825 -3 K4486256 81802008 J01 Jack -Partial 1 1 Job Referencesoptional) ProBuild Arlington, Adington,WA 98223 1 -1-0-0 1-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:47 2018 Page 1 ID:TZasPCUnFyXNprGIHu3H Xyn5tu-Q8jLYyAIVHoV3pGWDNHLGTR5eB5fUv43weIDhFzR)Vk 1-1-9 1-10-15 3-5-8 1-1-9 0-9-7 1-8-9 1-10-3 1-10-3 0.0.1 3-5-8 1-6-9 Scale: 1"=1' 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 0.15 BC 0.16 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: 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. 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 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, Toads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=70, 2-4=-16 Concentrated Loads (Ib) Vert: 3=-39(F) April 11,2018 11, WARNING - VerIfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 nv. 10/03/2015 BEFORE USE Design valid for use only with MiTetuS connectors. This design is based ally 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 bradng is always required far stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bradng of trusses and buss systems, see ANSUTPI1 Quality Criteria, DSB.89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825 -3 K4486257 B1802008 J02 JACK 4 1 Job Reference (optional) ro11ul A in on, 'rig on, 98223 -1-0-0 1-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:47 2018 Page 1 I D:TZasPCUn FyXN prGIHu3H_Xyn5tu-Q8jLYyAIVHoV3pG W DNHLGTR5IB 5oUv43wef Dh FzR)Vk 3-5-8 3-5-8 Scale = 1:17.5 Plate Offsets (X.Y)— [2:0-1-11.0-2-31 3-5-8 3-5-8 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 0.18 BC 0.15 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 Stud 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. 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) 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. April 11,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI EK REFERENCE PAGE MY -7473 rev. 10/030015 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 budding 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 bradng 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 Sulte 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 `J8 Truss J03 Build Arlington, Arlington,WA 98223 Plate Offsets (X.Y)— [2:0-1-11.0-2-3) n 0 Truss Type JACK -1-0-0 1-0-0 QtY 11 Ply 1 LS2-2825 -3 Job Reference (optional.) 7.640 s Aug 16 2017 MITek Industries, Inc. Wed Apr 11 16:32:47 2018 Page 1 I D:TZasPCUn FyXNprGI Hu3H_Xyn5tu-Q8jLYyAIVHoV3pG WONHLGTR50B7PUv43we1Dh FzRJVk 1-11-8 K4486258 1-11-8 1-11-8 1-11-8 Scale = 1:12.4 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 Incl YES Code IBC2015/TPI2014 CSI. TC 0.13 BC 0.05 WB 0.00 (Matrix) DEFL. in (Ioc) Vdefl L/d Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a LUMBER - TOP CHORD BOT CHORD REACTIONS. 2x4 HF No.2 2x4 HF Stud (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. 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 Toad nonconcurrent with any other live loads. 5) " This truss has been designed for a live Toad 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. BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 185/148 Weight: 7 Ib FT = 20% Structural wood sheathing directly applied or 1-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITFX REFERENCE PAGE MII-7,73 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 thls design Into the overall building design. Bradng Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bradng Is always required for sterility and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bradng of trusses and truss systems, see ANSVTPH Quality Criteria, 0513-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. April 11,2018 MiTek` 250 Klug Circle Corona, CA 92880 Job Truss B1802008 J04 ProBuild Arlington, Arlington,WA 98223 Truss Type GABLE -1-0-0 1-0-0 1 Qty 1 Ply 1 LS2-2825 -3 Job Reference (optional) 9 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:4 ID:TZasPCUnFyXNprGIHu3H Xyn5tu-uKHjIIANGbwMhzrimaoaPRHwbS4DMz 3-5-8 3-5-8 2x4 I I 4 Scale = LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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. SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.12 BC 0.02 WB 0.02 (Matrix) DEFL. in (loc) 1/deft Ud 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% 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; MW RS (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 20.0psf 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) 5, 2, 6. 10) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mg -7473 nay. 10/09/2015 BEFORE USE. Design valid for use only with MITek® connecters. This design Is based only upon parameters shown, and Is for an Individual building component, not a buss n sdesign Before ad teed the building Brevet bucklingo Individual ner must verify the litruss web andfor chord members only. of design parameters and d Additional temporary ndte this ninto the perm permanent overall building design. dror st Indy atednd os to ppersonal Iaericatio , storag eteerly, sed tion ande�ang of�e es a d trus systems, Injury property ANSVTP11 Quality Criteria, DSB-89fSI Building Component Safety f rstorage, ion delivery, erection Safely IrdormHlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. April 11,2018 Job Truss Truss Type Qty Ply LS2-2825 -3 K4486260 B1802008 SO1 Jack -Open 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 1 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:48 2018 Page ID:TZasPCU nFyXN prGIHu3H_Xyn5tu-uKHjIlAN GbwM hzrim4oapgzlgbSaDMKC91 OmDhzR)Vj 1-10-15 2114) 1-10-15 0-1-1 1 3x4 1-10-15 3 1-10-15 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 Ina YES Code IBC2015/TP12014 CSI. TC 0.06 BC 0.06 WB 0.00 (Matrix) DEFL. in (loc) l/defl L/d 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 - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud 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. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 road 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. WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE MU -7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTekSl connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfrP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. April 11,2018 INMI1 MiTek` 250 Klug Cede Corona, CA 92880 MINIM Job Truss Truss Type Qty Ply LS2-2825 -3 81802008 X01 Flat Girder 1 1 K4486261 PmRI tad Adinnrnn Ad1...-...., wA mann" Job Reference (optional) 4-11-12 4-11-12 5x8 = 2x4 I I 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:49 2018 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-MXr5yeB01u2D17QuKoJpMuWIW?bEydsLNy8K17zRjjVi 9-7-12 14-7-8 4-8-0 4-11-12 3x4 = 5x8 = 11 13 14 15 10 16 17 18 12 3x6 11 10x10 = 4-11-12 9-7-12 Plate Offsets (X Y1-- [2:0-2-8.0-1-12].[5.0-2-8 0-1-12] [9'0-2-8 0-4-121 4-8 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 0.71 BC 0.86 WB 0.81 (Matrix) 9 19 8x8 = 14-7-8 20 87 3x6 11 4-11-17 Scale =1:58.7 DEFL. in (loc) I/defl L/d 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 Uplift11=-434(LC 4), 8=-468(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess 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 BRACING - TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-6, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-5-7 oc bracing. WEBS 1 Row at midpt 2-11, 5-8, 3-10, 4-10, 4-9 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) A 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 load(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 Uniform Loads (pif) Vert: 1-2=-70, 2-5=-70, 5-6=-70, 7-12=-16 Continued on page 2 April 11,2018 A, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI14473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for en Individual building component, not a truss system. Beton) use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bradng Indicated is to prevent budding of Individual buss web and/or chord members only. Additional temporary and permanent bradng 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 bradng of trusses and buss systems, see ANSVrPai 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 Circe Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION 3j " Center plate on joint unless x, y 4 offsets are indicated. Numbering 6-4-8 System dimensions shown in ft -in -sixteenths General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. onal or die 9 g, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by 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 specked. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with 1 Quality Criteria. I 1 TOP CHORDS (Drawings not to scale) 2 3 M. Dimensions are in ft -in -sixteenths. 11114k Apply plates to both sides of truss and fully embed teeth. 0.. r� TOP CHORD Q 4 p = U p _ ■ _� For 4 x 2 orientation, locate plates 0- 'rid' from outside edge of truss. This symbol indicates the C7-8 C6 7 cs� BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: ESR -1311, ESR -1352, ESR1988 ER -3907, ESR -2362, ESR -1397, ESR -3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved * Plate software PLATE 4 LATERAL BEARING 4111 location x II MN SIZE 4 , required direction of slots in connectorplates. details available in MiTek 20/20 or upon request. The first dimension is the plate 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 __0 number where bearings occur. Min size shown is for crushing only. =� Industry Standards:- ANSI/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracin BCSI: BuildingComponent SafetyInformation, Guide to Good Practice for andling, Installing & Bracing of Metal Plate Connected Wood Trusses. ---= = I\,1I iT MiTek Engineering Reference Sheet: MII-7473 k�ANSI/TPI rev. 10/03/2015 Job Truss Truss Type Qty Ply LS2-2825 -3 K4486261 B1802008 X01 Flat Girder 1 1 Job Reference (optional) mg on, LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 9=-714(B) 13= -714(B)15= -714(B)16= -714(B)18= -714(B)19= -714(B)20= -714(B) 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 11 16:32:49 2018 Page 2 ID:TZasPCUnFyXNprGIHu3H Xyn5tu-MXr5yeB01u2D17QuKoJpMuWIW7bEydsLNy8K17zRjvi WARNING - V.'HIy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 nev. 10/03/2015 BEFORE USE. Design valid for use only with Weir® connectors. This design Is based only upon parameters shown, end Is for an individual building component, not a buss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent budding 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 brsdng of busses and buss systems, see ANSI/TPH Quality Criteria, OSB -99 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek- 250 Klug Circe Corona, CA 92880 P u r: PRO3uild ' \Builders r A,cn sltlibtN'-_ _.. 36-00-00 4-00.00 20815 67th Ave NE Arlington, WA 98223 Phone: 1-360-925-4155 ti'eMl Lei➢T . # 3 -FTitur[T: LS2-2825 -3 .MODEL __..._ I -- LS2-2825 -3 JOS sr AUIMM5SI .. sass . sass .. __ ... .. ........._ ......._ .. .. rrWA THIS ISA TRIMS PIA('EME\r RIACRASI ONLY. Tune Ira. an MMus... Iedkwwl halMMg rue,I.neale to hr Intorlmnlyd Inln IM bolding design at tual Me IlinlMn of the hurl..dSg.er. See Me edge Ihrel• far sorb Inn, tint. Idendl4d • the placement dn.SC Th, h.ihdk designer k mpn.MM for Impor.ry .rad permanent Prating or the mor end Mem Iplem trod Mr Mr ,, it,tracfnn. The strip of the R rnppod a .includingnes including headers, bran. .al. .ed cdnmm b the mpumWilip of Ire budding dMune. rn t.n.nl nW.sn regarding hncb6 runt. 'lime. of .uM bubo^ ...Mc Irum the Tru. Male 15.11.1,. tN lvllnl15. IM.e: M.diwn. (91 93(79 Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D18-0192 Grantor: Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: 13 819 51' Avenue S Abbreviated Work Description: Work within the City Right -of -Way NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this day of r --)(At. ,2018. Authorized Signature `/ Grantor STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that i��l( C) n ;f) 'i %1 is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated that he was authorized to execute the instrument and ackno 1E iged it as the t'D .�' nC � of / 3 g, i / ( /--//e S , / c. C Ku ,( c , to be the free and voluntary act of such party for the uses and purposes mentioned in this instrument. Dated L% 7 //6 l( NmmmN N1111 I -vet /it 4. c.tk f (�' ottE A 1ti <<hi +°t4. ► tw` % Notar Public in and for the State of Washington ' �'(1et�o = 2 residing at . L(��t't (c� ��i����� �� G�o Myappointment expires X15 419 )- ��11 WASN . pp p l DATED this GRANTEE: CITY of TUKWILA By: (-7 day of duL( ,2018 Print Name: Its: Henry Hash 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. `••`" �N111111 ��,a�E A N'F itii 4:;; • i iv • • ., i s,, "'ata 2 % NOTARY PUBLIC, in and for the State of $ Iiiii Op wAs se C ( � ✓ J / Name: i'-',(1.(/(1) derit Washington, residing at My commission expires: /` *NUJ 1rt 7/11/2019 Permit D18-0192 RECEIVED JUL 162019 TUKWILA PUBLIC WORKS Dos<Nqa [9 AS -BUILT STORM DRAINAGE & SEWER LAYOUT Address: 13819 51st Ave S, Tukwila, WA 98168 Permit: D18-0192 SS clean out in crawl space 4ft AS -BUILT STORM DRAINAGE Flowpath 20ft 7/11/2019 PROPERTY LINE 1 LIIVL Catch Basin Solid Lid 25ft 55 / NORTH FILE RECEIVED JUL 16 2019 TUKWILA PUBLIC WORKS 51ST AVE PROPERTY LINE Permit D18-0192 1 Dless•OPI2. ral LAI NOTE: BACK MATE MATE 2x FRAMING PER PLAN SLAB ON GRADE PER PLAN ILL WITH WELL DRAINING IAL FREE OF ORGANIC IAL AND DEBRIS. 11-0" MAXIMUM 1'4BAR 612"0.0. - HEEL REINF. 2" CLR REVIEWED rOR CODE COMPLIANCE APPROVED SEP 2'7 201 City of Tukwila BUILDING DIVISION (2) BARS AT TOP #4 BAR e 12" 0.C. VERTICAL BAR 6 10" O.C. - HORIZONTAL 8" BAR CONTINUOUS (TYP) 3'-6" 1=1N15N GRADE I'-6 1 � AINfN .LALL AT cOUkDAT 10\ SCALE: NONE RECEIVED CITY OF TUKWILA REVISION N0.2 SEP 4 6 2018 PERMIT CENTER COPYRIGHT 2015, SEGA ENGINEERS SEGA Engineers / /Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • SEGAENGINEERS®COMCAST.NET F4 \ LS2=2525=3 13S1S = 515- AVENUE SE JO5: 13-0.23 SK 1 SEGA Engineers/ Structural & Civil Consulting Engineers August 13, 2018 To: Building Official City of Tukwila From: Greg Thesenvitz, PE/SE Principal Re: Dinh Residence Plan No. LS2-2825 13819 - 51st Avenue SE REVIEWED FOR CODE COMPLIANCE APPROVED SEP 10 2018 City of Tukwila BUILDING DIVISION 18 SEGA Engineers has provided structural engineering including lateral Toads analysis, shear wall design, and framing calculations for the subject project. We have been provided a plan of the rear elevation wood framed deck prepared by Landmark Design for review of framing members and load paths. The submitted drawings appear to be in accordance with our recommendations with the following comments: 1. The 2 x 10 joists span up to 10 feet and the 4 x 10 girders span about 8 feet and both are adequate for the design Toad. 2. Lateral loads parallel to the main structure are reacted at the main force resisting system where the 2x ledger is connected via (3) rows 16d at 8" o.c. 3. Lateral loads perpendicular to the man structure (tension) are reacted at two locations. First at the exterior side where there is an LSTA30 rim -to -rim connection and second at the interior re-entrant wall where there is a 2x ledger connected to the rim joist with (3) rows of 16d at 8" o.c. rtL E i Vr,. D CITY OF t U K vv ILA AUi 17 2018 PERMIT CENTER Please address any questions to SEGA Engineers. Cc: File 13-023 22939 SE 292"d Place lEVISION NO. Black Diamond, Washington 98010 • (360) 886-1017 July 03, 2018 City of Tukwila Department of Community Development BINH DINH 10308 15 AVE SE RENTON, WA 98056 RE: Correction Letter # 1 COMBOSFR Permit Application Number D18-0192 FOSTER PARK - 13819 51 AVE S Dear BINH DINH, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1) Applicant shall fill out the attached Traffic Concurrency Test application and submit in to Public Works with $300.00 application fee. 2) Show proposed contours; plan shows only the existing topo. 3) Proposed driveway shows a grade break. Show on plan which direction it flows. 4) Applicant shall submit construction cost estimate for work inside the City right of way and submit a bond or cash deposit in the amount of 150% cost of right-of-way work. 5) Submit copy of Insurance certificate naming City of Tukwila as additional insured. 6) Applicant shall execute with notary the attached Hold Harmless Agreement for work inside the City right-of- way. 7) Submit contractor's information and copy of his business license with City of Tukwila. 8) Submit a traffic control plan per MUTCD. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, Bill Rambo Permit Technician File No. D18-0192 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PROJECT NAME: f/b*go, SITE ADDRESS: I ittAlLfj9 CI) PERMIT NO:0lc1� ORIGINAL ISSUE I1 E DATE: REVISION LOG REVISION NO. DATE RECEIVED DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF' INIT, ALS Qlod i► L Summary of Revision: • � ' y Summary of Revision: �,/ , lkL `) 1\ Received by \>> REVISION O. DATE RECEIVED STAFF INITIALS will -Mt ISSUED DATE 0\60''''' STAFF INITI LS Qlod i► L Summary of Revision: Received by: f A L (pleas i' print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) tPERMIT COORD COPY t PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0192 DATE: 09/12/18 PROJECT NAME: FOSTER PARK SITE ADDRESS: 13819 51ST AVE S Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 2 after Permit Issued DEPARTMENTS: Building Division 1* el 7) Public Works ON 1AR- ' Fire Prevention Structural 0131 k. 1416 Planning Division ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 09/13/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved DUE DATE: 10/09/18 ❑ Approved with Conditions ri Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW ❑ Staff Initials: 12/18/2013 HERMIT COORD COPY � PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0192 PROJECT NAME: FOSTER PARK SITE ADDRESS: "13819 51ST AVE S DATE: 08/20/18 Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # _X_ Revision # i after Permit Issued DEPARTMENTS: PJ FR cIf j Building Division ') \\q Public Works WI NIS lt;lig Fire Prevention Structural 1A4 Planning Division ❑ Permit Coordinator n PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 08/21018 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved DUE DATE: 09/18/18 ❑ Approved with Conditions ❑ Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 HERMIT COORD COPY C PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0192 PROJECT NAME: FOSTER PARK SITE ADDRESS: 13819 51ST AVE S Original Plan Submittal X Response to Correction Letter # 1 DATE: 07/24/18 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division ❑ kPfr q72 Public Works Fire Prevention Structural 111 Planning Division ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 07/26/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 08/23/18 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping ❑ PW 0 Staff Initials: 12/18/2013 9ERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0192 DATE: 06/22/18 PROJECT NAME: FOSTER PARK SITE ADDRESS: 13819 51 AVE S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: AWc1 krie Building Division al& Cov & -7-3--I Public Works MA L 70-6 1,N V (O1(16 Fire Prevention Planning Division Structural Permit Coordinator IN PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 06/26/18 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 07/24/18 Approved ❑ Approved with Conditions Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: —S—(° Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW [ Staff Initials: we 12/18/2013 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: littp://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: L 1 Plan Check/Permit Number: ' \� - ©1 12 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # VL. Revision # 2 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: II''� .. ll /I Address: �� t -y t [', Vl LSV [ �� WA - Project b Contact Person: 1.1 Phone Number: Summary of Revision: }�1t+�� 1� ��� (\/ k WA"LL ) T c1L �—a �,� S� eLA. VED CITY OF TUKWILIt P06201 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of r ision Received at the City of Tukwila erm.Center by: �,(I j`�i Entered in TRAKiT on 01 t»\ W:\Permit Center\Templates\Forms\Revision Submittal Form.doc Revised: August 2015 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SJJBMTTTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: I!? 1 (j Plan Check Permit Number: ❑ Response to Incomplete Letter # ❑ R• esponse to Correction Letter # E Revision # I after Permit is Issued ❑ R• evision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Project Address: 11 C I�i Contact Person: 4' '� [ t,/ Vin L Summary of Revision: A- rvu L A-0 ®f ��� >��. ����.. X5,- 5'7 h -a (ek.<. � 4-\' ✓ t?Af'k �lI otfZ- S E tL.ut%c 161, vV/- I ( Phone Number: 20 - 5T -U NAM OEwi ISI ,07 RECEIVED CITY OF TUKWILA AUG 17 2018 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision includingflat Received at the City of Tukwila Permit Center by: (17Z Entered in TRAKiT on W:\Perm t Center\TemplatesWormslRevision Submittal Formdoc Revised. August 2015 REVISION SIJBMTTTAL City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: i (2 ( t Plan ChecWPermit Number: ❑ Response to Incomplete Letter # Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Project Address: Contact Person: 1-150 \' is'o ci S"� A-4 e, S l eN (- wf- d vv-L- 0 vZ kw Lc .v4--c,ct zc- Phone Number: 2D — c` 1s — vie Summary of Revision: p.(✓ Q C-4,10/11,444. Gt r i t r , RECEIVED CITY OF TUKWILA Jut 21J 2018 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision includin at of isi Received at the City of Tukwila Permit Center by: iy6 Entered in TRAKiT on 1I' W:\Permit Center\Templates\Forms\Revision Submittal Formdoc Revised: August 2015 ef 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: htto://www.TukwilaWA.gov Parcel No: 0003000059 Address: 13819 515T AVE S Applicant: FOSTER PARK WATER METER INFORMATION Permit Number: D18-0192 Issue Date: Permit Expires On: 12/22/2018 DESCRIPTION OF WORK: CONSTRUCT A NEW 2825 SQ FT SINGLE FAMILY RESIDENCE WITH A 363 SQ FT ATTACHED GARAGE. Public Works ACTIVITIES INCLUDE ACCESS DRIVEWAY, EROSION CONTROL, LAND ALTERING, STORM DRAIN =GE, SANITARY SIDE SEWER, 1" WATER SERVICE AND WATER METER, STREET USE, PAVEMENT RESTORATION. METER #1 METER #2 MF' ER #3 Water Meter Size: 1" Water Meter Type: PERM Work Order Number: 21840125 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 TOTAL WATER FEES: $7,130.00 $0.00 $0.00 Residential Sewer Use trtification Sewage Treatment Capacity Charge To be completed for all new sewer connections, reconnections, or change of use of existing connections. Please Print or.Type 1 ii5t/ Proerty Street Address 1 w' k Ity State irbti D/0,01 Owners Mailing Address Owner's Name 1. ZIP City State Owner's Phone Number (with Area Code) Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): Name Street Address City State ZIP Residential Customer Please check appropriate box: Equivalent (RCE) Single-family (free standing, detached only) 1.0 Multi -Family (any shared walls): ❑ Duplex (0.8 RCE per unit) ❑ 3-Plex (0.8 RCE per unit) ❑ 4-Plex (0.8 RCE per unit) 1115 or more (0.64 RCE per unit) No. of Units x 0.64 = ❑ Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 = If Multi -family, will units be sold individually? ['Yes ❑ No 1.6 2.4 3.2 C5 kg King County Department of Natural Resources and Parks Wastewater Treatment Division For King County Use Only Account # No. of RCEs Monthly Rate V-Stit Sewer District Date of Sewer Connection Side Sewer Permit Number Required: Property Tax Parcel Number Subdivision Name Subdivision Number Lot Number Block Number Building Name Please report any demolitions of pre-existing structures on this property. Credit for a demolition may be given under some circumstances. (See King County Code 28.84.050, 0.5) Demolition of pre-existing structure? ❑ Yes KiNo Was structure on Sanitary Sewer? ❑ Yes [XrNo Was Sewer connected before 2/1/90? ❑ Yes No Sewer disconnect date: Type of structure demolished? RECEIVED Request to apply demolition crec ICLTMLOFet W If yes, will this property have a Homeowner's Association? ❑ Yes [ No IS -0I92 ❑ Yes 'No JUN 22 2018 Pursuant to King County Code 28.84.050, all sewer customers who establis'4 new service which uses metropolitan sewage faeilitfatiliTsQRI EERcity charge. The amount of the charge is established annually by the Metropolitan King County Council at a rate per month, per residential customer or residential customer equivalent, for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206-477-5516. understand that the information given is correct. 1 un erstand that the capacity charge levied will be based on this information. I understand thateviction a exult i a revised capacity charge. Signature of Owner/Representative �A / iti Date �\ t Print Name of Owner/Representative tZ i ON/ ► 1610_6969w_res_sewer_cap_chg_1057.indd White - King County Yellow - Local Sewer Agency Pink - Sewer Customer (Rev. 10/16) CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 FAX (206) 431-3665 E-mail: tukplan(a)ci.tukwila.wa.us Permit Center/Building Division 206 431-3670 Public Works Department 206 433-0179 Planning Division 206 431-3670 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION STATE OF WASHINGTON) COUNTY OF KING ss. [please print name] , states as follows: PEaM,rNo:➢I/1DIWy 1. I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requireme,�x� of RCW 18.27.090, I consider the work authorized under this permit to be exempt under number 1 , and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. Owner •wner's Agent* Signed and sworn to beforeI.V(m this 11 day of .�'� n m � , 20 I V . 'JV�1 75 NOTARY PUBLIC in and or the ate of Washington V661/6kV Residing at 4 ,. , Coun Name as commissioned: My commission expires: 1� 18.27.090 Exemptions. The,(stration provisions of this 1. An authorized representative of the United States government, the state of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale of any finished products, materials, or articles of merchandise that are not fabricated into and do not become a part of a structure under the common law of fixtures; 6. Any construction, alteration, improvement, or repair of personal property performed by the registered or legal owner, or by a mobile/manufactured home retail dealer or manufacturer licensed under chapter 46.7o RCW who shall warranty service and repairs under chapter 46.7o RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than five hundred dollars, such work or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than five hundred dollars for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he or she is a contractor, or that he or she is qualified to engage in the business of contractor; 10. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed chapter do not apple by a registered contractor; 111 An owner* who contracts for a project with a registered contractor, except that this exemption shall not deprive the owner of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in this subsection does not apply to a person who performs the activities of a contractor for the purpose of leasing or selling improved property he or she has owned for less than twelve months; 12 Any person working on his or her own property, whether occupied by him or her or not, and any person working on his or her personal residence, whether owned by him or her or not but this exemption shall not apply to any person who performs the activities of a contractor on his or her own property for the purpose of selling, demolishing, or leasing the property; n owner* who performs maintenance, repair, and ration work in or upon his or her own properties, or who uses his or her own employees to do such work; 14. A licensed architect or civil or professional engineer acting solely in his or her professional capacity, an electrician certified under the laws of the state of Washington, or a plumber certified under the laws of the state of Washington or licensed by a political subdivision of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the person certified is operating within the scope of his or her certification; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his or her sole compensation or as an employee with wages as his or her sole compensation; 16. Contractors on highway projects who have been prequalified as required by RCW 47.28.070, with the department of transportation to perform highway construction, reconstruction, or maintenance work; 17. A mobile/manufactured home dealer or manufacturer who subcontracts the installation, set-up, or repair work to actively registered contractors. This exemption only applies to the installation, set-up, or repair of the mobile/manufactured homes that were manufactured or sold by the mobile/manufactured home dealer or manufacturer; 18. An entity who holds a valid electrical contractor's license under chapter 19.28 RCW that employs a certified journeyman electrician, a certified residential specialty electrician, or an electrical trainee meeting the requirements of chapter 19.28 RCW to perform plumbing work that is incidentally, directly, and immediately appropriate to the like -in-kind replacement of a household appliance or other small household utilization equipment that requires limited electric power and limited waste and/or water connections. An electrical trainee must be supervised by a certified electrician while performing plumbing work. • Per Washington State Department of Labor and Industries lessee has been interpreted to be equivalent to owner for purposes of exemptions.