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Home My WebLink AboutPermit D19-0219 - TESSEMA-BARKE RESIDENCE - NEW SINGLE FAMILY RESIDENCETESSEMA-BARKE RESIDENCE 4115 S 15 0T H ST AP N : 1422700060 EXPIRED 06/07/2021 D19-0219 Parcel No: C.) City of Tukwila � _-,-'----'o°-Community Development 6300 SmuthcnnterGqulenard Suite #100 Tukwila, Washington 981@8 Phone: 206'431-3670 Inspection Scheduling: httpn://tuhvvegquaspgon.cnm/BpAndex.htnn| Web site: htYp://wvmm.Tukmi|aWA.gmv 1422700060 4115S150THST COMBOSFR PERMIT Project Name: TESSEMA-BARKE RESIDENCE Permit Number: D19-0319 Issue Date: 12/9/2020 Permit Expires On: 6/7/2021 Owner; Name: TESSEk4A-BARKEFEKADE Contact Person: Name: SHELDON5K4|TH Contractor: Nmnne; License No: Lender: Name: H|'UNEHO[NES ll3U66ZNDAVE E,PUYALLUP,WA, 98373 H|L|NH*983BD FEK8DETE5SEK4A'BAKKE DESCRIPTION OFWORK: CONSTRUCT A NEW 2329 SQ FT SINGLE FAMILY RESIDENCE WITH A 479 SQ FT ATTACHED GARAGE AND A 324 SQ FT COVERED DECK/ PUBLIC WORKS ACTIVITIES INCLUDE ACCESS DRIVEWAY, STORM DRAINAGE, EROSION CONTROL, LAND ALTERING, PAVEMENT RESTORATION AND STREET USE. Project Valuation: $358,590.95 Type ofFire Protection: Sprinklers: Fire Alarm: Type ofConstruction: V-13 Electrical Service Provided by: Fees Collected: $17,97718 Occupancy per IBC: R-3 Water District: Sewer District: Current Codes adopted bythe City wfTukwila: International Fire Code Edition: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: National Electrical Code: WA Cities Electrical Code: VVACJ9G~46B: WA State Energy Code: ZOD 2017 2017 2015 Public Works Activities: — Channel ization/Sthping: Curb |k: 1 Fire Loop Hydrant: Flood Control Zone: Hauhng/OveoizeLoad: Land Altering: Volumes: Cut: U Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: O Sewer Main Extension: Storm Drainage: 1 Street Use: 1 Water Main Extension: Water Meter: No 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 orlocal laws regulating construction orthe performance ofwork. This permit shall become null and void if the work isnot commenced within 18Udays for the date ofissuance, orif the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: Anapproved automatic fire sprinkler extinguishing system brequired for this project. (City Ordinance #%436) 2: All new sprinkler systems and all modifications toexisting sprinkler systems shall have fire department review and approval ofdrawings prior toinstallation nrmodification. 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 tosubmittal tothe Tukwila Fire Prevention Bureau. Nosprinkler work shall commence without approved drawings, (City Ordinance No. Z430>. 4: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property, These numbers shall contrast with their background. Address numbers shall beArabic numbers o,alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width nfU.5 inch (12.7mm). (IFC505.1) S: Adequate ground ladder access torescue windows shall beprovided, Landscape aflat, 12'deep 6y4'wide area below each required rescue window. (City Ordinance #2435) 6: Maximum grade for all projects is 10% with a cross slope no greater than 5%. (1 FC D103.2) ]: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests, (City Ordinances #243Gand #3437) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval ofsuch condition orviolation. 8: These plans were reviewed byInspector 511. |fyou have any questions, please call Tukwila Fire Prevention Bureau at(ZQG)57S'44O7. 9: ***PUBL|[WORKS PERMIT [ON0T|ON5*"* 10: Thaappicanto,contractor '75—aUcall (2O60433'O179toschedule annand nstrvctionmeedn0 with mr.Scott Moore, Public Works Inspector, The applicant orcontractor must notify the Public Works Inspector ot (206)438'9]5Oupon commencement and completion ofwork atleast 24hours inadvance. All inspection requests for utility work must also be made Z4hours inadvance, Applicant shall obtain a sanitary side sewer permit from Valley View Sewer District and a Water Meter permit from Water District #1Z5. 11: 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 S:ODp.m.and weekends. IZ: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall besubmitted tothe Inspector for prior approval. 13: 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. 14: 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 a||owed). Notify Public Works Inspector before 1Z:00Noon on Friday preceding any weekend work. 15; Any material spilled onto any street shall becleaned upimmediately. 16: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site orinto existing drainage facilities. 17: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior tothe Final Inspection. 18: The Land Altering Permit Fee bbased upon anestimated cubic yards ofcut and cubic yards of f)||. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior tothe Final Inspection. 19: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of lO feet or more and will be unwo,ked for greater than 12 houn. During this time period' cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must 6e stockpiled onsite atthe beginning ofthis period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 20: From May 1throu8h September30' 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. 21: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer, Designer shall verify ir 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. 22: 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. 31: AHold Harmless Agreement isrequired for the work inside the City R.O.VV. 23: Acopy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 30: Applicant shall contact Post Master @u 1'8O0'Z7S'8777for approval ofmailbox location, 24: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 25: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of1S%. Turning radii shall be a minimum ofS' 26: The driveway shall be designed and sloped so that drainage from the driveway does not flow onto the existing road surface. 27: Driveways shall be paved for a minimum distance of 20'from the edge of the existing road pavement. 28: Maintain emergency, pedestrian, and vehicular access tobuildings, trails transit atall times. 29: 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 mode in the field by the Public Works Inspector prior to Public Works Final, 32: 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. 33: 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. 34: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 35: When special inspection is required, either the owner orthe registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official cf the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in atimely manner. 36: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall besubmitted tuthe Building Official. The final inspection report shall beprepared 6ythe approved special inspection agency and shall be submitted to the Building Official prior to and as a condition offinal inspection approval, 37: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 38; Fire retardant treated wood shall have aflame spread ofnot greater than 2S. All materials shall bear identification showing the fire performance rating thereof. Such identification shall be issued by an approved agency having aservice for inspection atthe factory. 30: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 40: All wood toremain inplaced concrete shall betreated wood. 41: There shall benooccupancy ufabuilding until final inspection has been completed and approved by Tukwila building inspector. No exception. 42: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 43: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. Acopy can be obtained at City Hall in the office of the City Clerk. 44: 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, 45: Preparation before concrete placement: Water shall beremoved from place ofdeposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall 6eremoved from spaces tobeoccupied byconcrete. 46: VALIDITY OFPERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation ofany uf the provisions ofthe building code orofany other ordinances uf the City of Tukwila, Permits presuming togive authority tuviolate orcancel the provisions ofthe code orother ordinances ofthe City ofTukwila shall not hevalid, The issuance ofapermit based onconstruction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Scheduling: https://tukw-egov.aspgov.com/BP/index.htmi 5180 8A[KFLOVV'FIRE 1700 8U|LD|NGF(NAL** 0301 CONCRETE SLAB 0203 DAMPFJROOF AND WATERPROOF 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 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 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 PIPE_DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF_CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB_FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION 0413 WALL SHEATHING_SHEAR CITY OF TUKN Community Developer..,, t Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov 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" it(5- `� Site Address: i � S—o-svk �"-�"- King Co Assessor's Tax No.: ‘‘A.1-:-)-1 v 00 („ PROPERTY OWNER ., Name: S\i 1'Jt D, - (>A\,\ Address: ZZU� �" P\ C S. CA City: �L NT- State: \xtF‘ Zip: G vii CONTACT+PERSON person receiving all proje communication Name: SI-tlrLaON SM\�1� (G/3ni CoaS,4kj Address: 1..>\v0 City: 1-A(,cr" State: \ Zip: 0)c6‘A,,,, Phone:-..)%(.1,,Z-,)c� Fax: Email: Sr-+uvtA1a QC PYCU^15`C GENERAL;; CONTRACTOR II' M: ATION Company Name: \..k1,k..N1'_ 'AvM,�s Address: y `3 O G cos-?.)-. AVL City: 4 V.j PTV P State: \.1P Zip:cfa-2-3 Phone: i, S� --)7 , Ztuo'ax: Contr Reg No.: N ; �`-y r v\ c,K�\3c. xp Date: y y ( ct, / \G Tukwila Business License No.: AItCHITECTCIF4RECORD,,l+,„ Company Name: k -, .\ NL y.; o i\i, L s Architect Name: Address: City: State: Zip: Phone: Fax: Email: NINEER OFRECORDiS Company Name: y.) \ ; 1,1 Engineer Name: PR4L CJ�11a P �3 f�Tt,Rvv S Address: City: State: Zip: Phone: Fax: Email: D L�ENDER/BOND ISSUE(required�for protects $5,000 or w, "greater per =19 27 095} Name: pLl%pL TL%S?M(- •13R\ti1-tV__ Address:.- UA'3 k.,\\,,,\T k- (,\V \ , L City: \'.s..\? N State:\^) (;s Zip:c1ctU`;--2 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): $ Scope of work (please provide detailed information): Ulli`• S'T RAI cr 1•Jk2w LA 1-3v2ssi.\--t(t-- ()N Vt>,k.,r>,47- -TU ? t \/.471. S SA D BUILDING INFORA TION - PROJECT FLOOR AREAS :PROPOSED SQIJARE FOOTAGE Basement floor 2nd floor Garage a carport Deck - covered a. uncovered Total square footage 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. TURES - • INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ furnace <100k btu thermostat emergency generator fuel type: El -electric 0 gas t appliance vent 1 ventilation fan connected to single duct wood/gas stove t water heater (electric) other mechanical equipment PLUMBING: \ __ \---c- Value of plumbing/gas piping work $ .-1.- bathtub (or bath/shower combo) bidet t clothes washer 1 dishwasher floor drain --1_ shower 3 lavatory (bathroom sink) 0 I sink *-2._ water closet water heater (gas) lawn sprinkler system gas piping outlets MApplicationsWorms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bit Page 2 of 4 PUBLIC WORKS PERMIT INFORMVON Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ .. Tukwila a.. Water District # 125 ❑ .. Letter of water availability provided SEWER DISTRICT ❑ ,. Tukwila ❑ .. Sewer use certificate ❑... Highline [,..Valley View ❑...Renton 0 ...Letter of sewer availability provided 0 .. Renton 0 .. Seattle SEPTIC SYSTEM: ❑ .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ .. Civil Plans (Maximum Paper Size — 22" X 34") ❑ .. Technical Information Report (Storm Drainage) 0... Geotechnical Report 0 ...Hold Harmless — (SAO) ❑ .. Bond ❑... Insurance ❑... Easement(s) ❑...Maintenance Agreement(s) 0 ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ .. Right -Of -Way Use - Potential disturbance ❑...Construction/Excavation/Fill - Right -of -Way...❑ -or- Non Right -of -Way.. 0 ❑ .. Total Cut Cubic Yards ❑,., Work In Flood Zone ❑ .. Total Fill Cubic Yards 0... Storm Drainage [.. Sanitary Side Sewer ❑ .. Cap or Remove Utilities O .. Frontage Improvements ❑ ,. Traffic Control ❑...Abandon Septic Tank ❑ ..Trench Excavation 0...Curb Cut ❑ ..Utility Undergrounding 0...Pavement Cut ❑ ..Backflow Prevention - Fire Protection 0...Looped Fire Line Irrigation Domestic Water ❑ .. Permanent Water Meter Size " WO # ❑ .. Residential Fire Meter Size " WO # ❑ .. Deduct Water Meter Size ❑ .. Temporary Water Meter Size " WO # ❑ .. Sewer Main Extension Public 0 - or - Private ❑ ❑ .. Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REOUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ .. water ❑ .. sewer ❑ .. sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name. Day Telephone: Mailing Address: City State Zip H:\ApplicationsWorms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9.I 1.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES - 'PLICAB E TO ALL PERMITS IN Tins' LICATION - Value of construction - ln 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. e."..... PROPERTY 117ORCHORIZED AGENT: Signature: Print Name: • 5k--) \n-r) 1.1 IN-t0 \-\ ok) . Mailing Address: Date: DayTelephone:- %k) oN k.N,L\ City State Zip HAApplicationsWorms-Applications On Line‘201 I Applications\Combination Permit Application Revised 8-9-11.docs Revised: August 2011 bh Page 4 of 4 BULLETIN A2 CYPE C PERMIT FEE ESTIMATE (1) PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME PERMIT # 19— 0;1/ 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 $250 (1) 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 Enter total fill volume cubic yards cubic yards \ Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 —100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 —200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees (4) (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01.01.19 RECEIVED CITY OF TUKWILA JUL 02 2019 PERMIT CENTER Receipt Number DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY ' PAID $2,682.85 D19-0219 Address: 4115 S 150TH ST Apn: 1422700060 $2,682.85 Credit Card Fee $78.14 Credit Card Fee R000.369,908.00.00 0.00 $78,14 DEVELOPMENT $2,354.71 PLAN CHECK FEE R000.345,830.00.00 0.00 $2,354.71 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R18051 R000.322.100.00.00 1 1 0.00 $250.00 $2,682.85 Date Paid: Tuesday, July 02, 2019 Paid By: FEKADE TESSEMA-BARKE Pay Method: CREDIT CARD 01421D Printed: Tuesday, July 02, 2019 1:40 PM 1 of 1 CO TUKWILx ETR4xIT 0200 S0UTH[ENTEK BLVD TUxwILx' WA 98188 286'433-1870 CITY OF TUKWIL4 Date: 07/02/2019 01:40:03 PM [nsozT CARD SALE VISA CARD NUMBER: *****+***3511 K TRAN AMOUNT: $2'682.85 APPROVAL [D: 01421D RECORD #: 000 CLERK ID: Bill Thank you! Customer Copy __ ..... DESCRIPTION ACCOUNT 'i QTY, COMMENTS I .. _i . . _ PAID Perm itTRAK ,...., ..,.... , -.-„,..„.4..,..,-...,="4„4,04n040*,4.4-4.4,-.ez144,414,444,44,...44.,44. „7,* ., C19-0016 Address': 4115,5 150TH STA4r,„,1‘. PN:44227000604 : ,, , . , "A44.4.1401'."4"4," :4,.$300:001:, '-'44`!"0" 1,4,1 0 03 . 5 , - PUBLIC WORKS .,. , , .•.„,.., , ,, ,„•„•f, ' ..;"4, ., ,p-t1,I: ' ,;;;,... 1":141:,;, 3,-;,21,;,: 4, ,A '',4, , ', < t. $0 ,r. '51-,"'!13 ' P'' $300.00 TRAFFIC CONCURRENCY , R104.367.121.00.00 0 $300 00 D19-0219 Address: 4115 9 160TH 'ST ' ',/kPN: 1.422700060 A. , • , .,, ,...- ,, ,40.„..4,44- ,,,,,, ),4,..,444-4 • • , ,r. , • , $19,294. DEVELOPMENT ,$4,768.86 PERMIT FEE R000.322.100.00.00 0 $3,787.36 WASHINGTON STATE SURCHARGE B640.237.114 0 $6.50 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0 $487.50 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0 $487.50 IMPACT FEE , ,- ay.v.„.,,le.tal. ,z, . ,.1.1. -' ' ' i * $4 542.00 FIRE R304.345.852.00.00 0 $1,683.00 PARK R301.345.851.00.00 0 $2,859.00 , MECHANICAL A. $195.00, PERMIT FEE COMBOSFR R000.322.100.00.00 0 $195.00 PLUMBING • • • ',', =,••-,'„,- , , •".' ' ,•'-' , , 1 '"'"„' , 1 • • , „: :'' "„,"‘" ' $260.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0 $260.00 PUBLIC WORKS : i ,, , - , ' ' '$s,291.97 TRAFFIC IMPACT FEE R104.345.840.00.00 I 0 $5,291.97 TECHNOLOGY FEE , 01-- .• - -- • • $236.50 TECHNOLOGY FEE R000.322.900.04.00 0 $236.50 _ TOTAL FEES PAID BY RECEIPT:R21573 $15,594.33 Date Paid: Wednesday, December 09, 2020 Paid By: FEKADE TESSEMA Cashier: Iwer Pay Method: CHECK 0000 Printed: Wednesday, December 9, 2020 4:04 PM 1 of 1 MIGIZI GROUP, INC. PO Box 44840 Tacoma, Washington 98448 PHONE (253) 537-9400 FAX (253) 537-9401 REVIEWED FOR June 20, 2019 Fekade Tessema-Barke 21806 45th Ave S Kent, Washington 98032 FILE Subject: Drainage Assessment Letter 4XXX S 150th St Tukwila, Washington 98168 P/Ns 1422700060 MGI Project P1700-T19 Dear Mr. Tessema-Barke: CODE COMPLIANCE APPROVED DEC 0 9 2020 City of Tukwila BUILDING DIVISION RECEIVED JUL 0 2 2019 TUKWILA PUBLIC- WORKS Migizi Group, Inc. (MGI) is pleased to submit this stormwater drainage plan summary letter for the lot located at the above referenced site in Tukwila, Washington. The project site is an oddly shaped parcel encompassing approximately 0.20 acres (8,897 sf). The site is vacant and covered in mowed lawn with a single fruit tree. During our reconnaissance of the site and surrounding areas, we observed the site to slope to the east at approximately 15 percent with a low lying area to the south and steep slopes to the west with a fall of approximately 4 feet due to the road cut for 42" Ave S. Plans call for the construction of a new single family home (1,740 sf) and associated driveway (860 sf). A test pit was advanced on June 18, 2019 and site soils were found to consist of approximately 1 foot of sandy fill overlying 1 foot of brown silty sand with gravel commonly called weathered glacial till. Underlying this was dense to very dense mottled glacial till that is impervious and water will not readily flow through. BMPs were considered in order according to Appendix C of the King County Drainage Manual as follows to the first feasible option. RECEIVED CITY OF TUKWILA JUL 02 2019 Section C.2.1 Full Dispersion C-32 Full dispersion is not feasible due to insufficient flow path. Section C.2.2 Full Infiltration C-48 PERMIT CENTER Site soils are comprised of very dense glacial till and are not conducive to infiltration. Page 1 of 3 Tessema-Barke — 4XXX S 150th St, Tukwila, WA Drainage Assessment Letter June 20, 2019 P1700-T19 Section C.2.3 Limited Infiltration C-57 Site soils are comprised of very dense glacial till and are not conducive to infiltration in any form. Section C.2.4 Basic Dispersion C-60 Basic dispersion is feasible on this site. A vegetated flow path of 10 LF for each 20 foot width of driveway and a 25 LF minimum flow path for each dispersion trench. Dispersion trench calculations are as follows: 1,740 sf/700 sf x 10 LF = 24.9 LF of dispersion trench required (25 LF shown) Section C.2.5 Farmland Dispersion C-70 There are no farmlands on site or nearby. Section C.2.6 Bioretention C-73 Site soils are comprised of very dense glacial till and are not conducive to infiltration in any form. Section C.2.7 Permeable Pavement C-86 Site soils are comprised of silty sand with gravel over granite at varying depths and groundwater was found to come within 30 inches of existing grades as shown on the attached septic documents. Permeable pavement is not feasible due to shallow groundwater depth, an ECA slope area directly down slope, and the steepness of the slopes onsite over 20 percent. Section C.2.8 Rainwater Harvesting C-95 Rainwater harvesting is not desired by the owner. Section C.2.9 Reduced Impervious Surface Credit C-98 Reduced impervious credit is not desired by the owner. The home is fairly modest. Section C.2.10 Native Growth Retention Credit C-103 9 (NGRA) No native vegetation exists on site. Section C.2.11 Perforated Pipe Connection C-105 A perforated pipe connection is feasible should dispersion not be allowed if found to be infeasible due to setbacks. Grading on site will not be altered in any significant way. A downstream analysis was conducted and water would exit the site and enter the road drain stormwater system of 42nd Ave S via a Type 1 catch basin. It would then travel through a series of catch basins in a 12" pipe to the south approximately 1,000 feet then travel east in Southcenter BLVD. Migizi Group, Inc. Page 2 of 3 11111114E Tessema-Barke — 4XXX S 150," St, Tukwila, WA Drainage Assessment Letter June 20, 2019 P1700-T19 The clearing limits will be marked with silt fence or flagged approximately 8,897 sf. All construction traffic will be limited to the construction entrance. Should soil be inadvertently deposited on the asphalt road surface nearby, a street sweeper will clean the area immediately. All disturbed areas shall be re -vegetated and landscaped as soon as is practicable. Flow rates will not be significantly increased due to construction of this project due to the high runoff potential of existing site soils. Under no circumstances should heavy equipment be allowed over the drain field areas. All exposed soils will be stabilized according to the following schedule: October 1 through April 30: No soils shall remain exposed and unworked for more than 2 days. May 1 through September 30: No soils shall remain exposed and unworked for more than 7 days. Dewatering is not anticipated for this project. All nearby dram inlets shall be protected with catch basin inserts. There are no channels or outlets on site. No fueling of equipment should be permitted on site. CLOSURE We appreciate the opportunity to be of service on this project. If you have any questions regarding this letter or any aspects of the project, please feel free to contact our office. Respectfully submitted, MIGIZI GROUP, INC. i/ 9 Casey R. Lowe, RE. Principal Engineer Attachments: Drainage Plans (by CBay) Test Pit Log Achieving the Post -Construction Soil Standard Migizi Group, Inc. Page 3 of 3 0 z co 0 ILI 0 0 c0 0.1 0 0 u. 0) 0 0 COPY OF GENERA i=sriluzizt Migizi Group, Inc. TEST PIT NUMBER TP-1 PO Box 44840 PAGE 1 OF 1 Tacoma, WA 98448 Figure Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Fekade Tessema-Barke PROJECT NAME 4XXX S 150th St Drainage PROJECT NUMBER P1700-T19 PROJECT LOCATION 4XXX S 150th St, Tukwila, WA DATE STARTED 6/18/19 COMPLETED 6/18/19 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Posh LLC GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tracked Mini Excavator AT TIME OF EXCAVATION — LOGGED BY CRL CHECKED BY CRL AT END OF EXCAVATION — NOTES AFTER EXCAVATION — o DEPTH (ft) SAMPLE TYPE NUMBER ui. 0 6. m GRAPHIC LOG MATERIAL DESCRIPTION _ - - - _ 2.5 GB S-1 SM (SM) Brown silty sand with gravel (loose, moist) 1.0 SM (SM) Brown silty sand with gravel (medium dense, moist) (Weathered Till) 2.0 SM (SM) Gray mottled silty sand with gravel (dense to very dense, moist) (Glacial Till) 9.0 - - 5.0 7.5 - - No caving observed No groundwater seepage observed The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 9.0 feet. 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. ACQA procedures for sizing cooling systems should be used to determine cooling loads. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information r=ekade Tessema-Barke TBD 5 150th Street Tukwila, WA 98188 Parcel 1422700060 Contact Information HiLine Homes 253-840-1849 Heating System Type: 0 All Other Systems ® Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions" Design Temperature Instructions Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Skylights Instructions Insulation Attic Instructions R-49 Single Rafter or Joist Vaulted Ceilings Instructions See ft-Woe Above Grade Walls (see Figure 1) Instructions I R-21laeRneeme Floors Instructions 12,30 Below Grade Walls (see Figure 1) Instructions 5~ R-wWe Slab Below Grade (see Figure 1) Instructions Select ,00ttionIng Slab on Grade (see Figure 1) Instructions Select R.Vale Location of Ducts Instructions un<w+aRmned see -._ J gle Design Temperature Difference AT = Indoor (70 degrees) - Outdoor Des 2,373 8.0 U-Factor 0.250 U-Factor 0.50 Conditioned N' 18,984 X Area 288 X Area U-Factor X 0.026 U-Factor X No selection U-Factor X 0.056 Area 1,360 ,Q REVIEWED FOR CODE COMPLIANCE APPROVED olume DEC 09 2020 UA 72qty of Tukwila B1111..DING DIVISION • UA 35.36 Area UA Area 2,112 UA 118.27 U-Factor X Area UA 0.029 U-Factor X No selection 1,360 Area F-Factor X Len th No selection F-Factor X No selection Sum of UA 39.44 Duct Leakage Coefficient 1.10 Envelope Heat Load Sum of UA X AT Air Leakage Heat Load Volume X 0,6X AT X .018 Building Design Heat Load Air Leakage i Envelope Heat Loss UA UA --- RECEIVED UA CITY OF TUKWiLA JUL 02 2019 PERMkT CENTER 265.07 12,193 Btu / Hour 9,431 Btu / Hour 21,625 Btu / Hour Building and Duct Heat Load 23,787 Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 29,734 Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 far Heat Pump Btu / Hour Btu / Hour (07/01/15) 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies Fekade Tessema-Barke TBD S 150th Street Tukwila, WA 98188 Parcel 1422700060 Conditioned Floor Area 2,373 Component Performance, R: occupancies Doors :U:= 0 300 Overhead Glazing U = 0 500 Vertical Glazing U:= 0 300.::::.: FlatNaulted Ceilings U = 0.026 Wall:(above:grade) U:= 0056 • • Floors S1ab:onGrade .F•= 0.540:.•. Below Grade.Wall U = 0.042 Below Grade:Slab :F .= 0.570 Cade: Target; Values Area UA 8 0 0 250 75 1:,360 .35 2,112 •: 118' 1;360 :39: 0 Proposed Desii Area UA n 38 8 0:: : D 250 .:: :: • 61• : 1,360 ;:::: ::::37 2,112 :: 106 ::::1 360 ::39 0 :. 0 o:: 0 Target UA Total 279 .:proposed UA_Total Target Credits from Table 406,2 _.. :3.5 Proposed Creditsfrom Table:406:2 251 3.5 ualifies, Please check for complete ConiPOnent Desripti If the: Proposed UA � the Target UA, and the Proposed Credits from Table 406.2:are those required in Section R406.2, then the :home: meets. the 2015 W SEC. Exterior Doors Plan: Component Description:: Therrna-tru Doors Therma-tru Doors Overhead Glazing: Plan Component ID : Description Width ..Height'. Feet:: inch Feet:: inch: Custom Custom :•: 0:.20: 0:.20 1 1 3 2 s 6 6 20 18 4 4 0.00. . 0 0 0 0.00 0 : •0 0.00: 0:00 Sum of Area and UA Width Height U Qt. Feet Inch Feet Incd 0 0 38 8 • 0 0.00 0 0 • • • • 0 : 0.00 0 0 0 0.00 0 :: 0 ...:0 .. 0.00 0 0 0.: 0.00 0 0 0 0 Copyright 2013, WSUEEP10-009 (Version 11) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 6/19/2019 1 of 4 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies Vertical Glazing . . Plan ID Mllgard 60610 SGD MiIgard HS or SH Window Mllgard HS or 5H Window Mllgard H5 or 5H Window Mllgard FX Window Mllgard HS or 5H Window Mllgard HS or SH Window Mllgard HS or SH Window Mllgard FX Window Component Glazing . Width Height Description Ref. U Qt. Feet Inch Feet inch Area . UA • MFR • MFR • MFR • MFR. 0.24 0.25 0.25 0:25 1 2 2 2 6 6 6 5 6 5 4 4 10 41 60 48 40 -.10 15 12 10 • MFR. • MFR • MFR • MFR.': • MFR • 0 ♦ • ♦ ♦ .0 0.22 0.25 .0.25 0.25 0.22 0.00 1 1 1 1 4 4 4 2 4 3 3 5 6 16 14 12 10 0 4 4 3 0 0.00 0:00 0.00 0.00 0.00 0.00 0 :0 0 0 0 0 0 0 0 0:: 0.00 0 0 0.00 0 0 0... 0:00 0 0 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 ♦ 0 0.00 0 0 • 0 • 0 • 0 ♦ 0 ♦ ♦ ♦ ♦ ♦ 0 0.00 0.00 0:00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0. 0.00 0 0 0 0.00 0 0 0:00 0 0 0 0.00 0 0 0.00 0 0 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0.: ♦. 0 0 0.00 0.00 0 0 0 0 0.00 0.00 0.00 0.00 0.00 :0 0 0 0 0 0 0 0 ♦ 0 :. ♦ 0 ♦ 0 ♦ 0 ♦ 0. 0.00 0 0 0.00 0 0.00 : 0:00 • ::0.00 0 0 0 0 0 0:00 0 ♦ 0 ♦ n. 0.00 0.00 0 0 0 0 Sum of Area and UA Glazing Area Weighted U Copyright 2013, WSUEEP10.009 (Version 11) Copied bypermission from Washington State University Extension Energy Program. (see copyright restrictions) 250 61 0.245 6/19/2019 2 of 4 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies Flat/Vaulted: Ceilings: Plan Component ID IJescription 649 blown Attic STD baffled Walls (Above Grade) Plan Component ID Description Ref: • . Custom : 9.23 Cavity 2 x 6 ® 16'oc Floor (over crawl or e*terior) Plan • 0.000 - floor: Description •Ref:: U. .2°c • Custom. 0:029 Slab: on: Grade: (less: than.2 feet below grade) Plan :Component ID Description. Below Grade WaII Plan: ID and: Slabs omponent escription Slab • 0. :: : 0.000 • 0,, 0.000 • 0 0.000 • 0 : 0.000 :U Sum of Area and UA Sum:of Area :and •UA: Sum of Area and UA Sum of Area and UA Wall Area UA Area UA 1,360 37 0 0 0 1,360 Net Area 37 UA•: •:: 2,112::::. ::106 0 ti •:0 0 2,112 Are 106 1,360 ::: 39 0 0 0 1,360 0 Slab Slab UA 39 0 • 0 .: 0.000 0.0 0.000 0 • 0:::::::: i).000 • 0.0 : 0.000 0 • :::0 : : 0.000 ::0.0 0.000 0 • • :.0: :: 0.000 : 0 0 : 0:000 0 Sum of Area,; Length and UA 0 :0 Copyright 2013, WSUEEP10-009 (Version 11) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 6/19/2019 3 of 4 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies Table R406.2 Summa Opt.. la Description Efficient Building Envelope la Credit(s) lb c. 1 d Efficient:Building Envelope ib Efficient•Building Envelope lc' Efficient Building Envelope ld 1.0 20 0.5. 2a. Air Leakage Control and Efficient Ventilation 2a;.;.: 0.5 2b Air Leakage Control and Efficient Ventilation 2b • • 1.0 • Air Leakage Control and Efficient Ventilation 2c 3a. 3b High Efficiency HVAC 3a High Efficiency HVAC 3b 1.0 •1.0 3c High Efficiency HVAC 3c .1 5 3d High.Efficiendy HVAC 4 High Efficiency HVAC Distribution System : . 5a Efficient Water Heating:5a 05 5b Efficient Water Heating 5b i.o 5c Efficient Water Heating 5c . 1.5 5d Efficient Water heating 5d 0.5 : : • • • '• • 6 Renewable Electric Energy: . Total Credits kWh 0 0.5 0 E 1.0 :0.:::0:5 0 1.5 :0::• • • • :• • • 3.5 *Please refer to Table R406.2 for complete option descriptions Copyright 2013, WSUEEP10-009 (Version 11) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 6/19/2019 4014 MiTek Re: B1903088 Tessema-Barke 1003-1698 4111“,••••••101011111111•111P REVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 9 2020 City of Tukwila BUILDING DIVISION MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Arlington, WA). Pages or sheets covered by this seal: K6275716 thru K6275725 My license renewal date for the state of Washington is September 28, 2019. 19 Cul/ June 19,2019 Zhao, Xiaoming IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1, These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability oi the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. RECEIVED CITY OF TUKWILA JUL 02 2019 PERMIT CENTER Job • Truss Truss Type Qty Ply Tessema-Barka 1003-1698 K6275716 B1903088 ' A01 GABLE 2 1 Job Reference (optional) Build 1-4.0 I1401 Firs arcs (Arlington. WA), 3x4 Arlington, WA - 98223, 17-0-0 17-0-0 51 50 49 48 47 5.00 112 46 45 44 43 3x6 = 8,240 s Jun 8 2019 MTek Industries, Inc. Wed Jun 19 10:10:26 2019 Page 1 I D:ICwOyYTX20G8Xtyr8ccfi5zOp2j-mEyQuYmASJQApYjeo2ZUjxXdHvRR_JJ811Furrz4IQ R 34-0-0 P5-4-0 I 17-0-0 1-4-0 3x6 = 13 14 15 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 3x6 = 34-0-0 Scale = 1:58.9 3x4 = 34-0-0 Plate Offsets (X,Y)-- [8:0-4-0,0-3-0], [14:0-3-0,Edgel, [20:0-4-0,0-3-0] LOADING (psf) TCLL 30.0 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 IRC2015/TPI2014 CS!. TC 0.10 BC 0,04 WB 0.10 Matrix-RH DEFL. in (loc) I/dell Lid Vert(LL) -0,00 27 n/r 180 Vert(CT) -0.00 27 n/r 120 Horz(CT) 0.01 26 n/a n/a PLATES GRIP MT20 220/195 Weight: 214 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.2 *Except* 1-8,20-27: 2x4 DF 1800F 1.6E BOT CHORD 2x4 DF No.2 *Except* 34-45: 2x4 DF 1800F 1.6E OTHERS 2x4 DF No.2 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. REACTIONS. All bearings 34-0-0. (Ib) - Max Horz 2=-200(LC 13) Max Uplift All uplift 100 Ib or Tess at joint(s) 2, 26, 42, 43, 44, 46, 47, 48, 49, 50, 37, 36, 35, 33, 32, 31, 30, 29 except 41=-106(LC 8), 51=-122(LC 8), 38=-123(LC 9), 28=-121(LC 9) Max Gray All reactions 250 Ib or less at joint(s) 40, 41, 42, 43, 44, 46, 47, 48, 49, 50, 51, 39, 38, 37, 36, 35, 33, 32, 31, 30, 29, 28 except 2=260(LC 1), 26=260(LC 1) FORCES. (Ib) • Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 12-13=-32/259 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=111mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 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) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Pb uplift at joint(s) 2, 26, 42, 43, 44, 46, 47, 48, 49, 50, 37, 36, 35, 33, 32, 31, 30, 29 except (jt=1b) 41=106, 51=122, 38=123, 28=121. June 19,2019 WARNING - Verify deafen parameters Ind READ NOTES ON TICS AND INCLUDED MITER REFERENCE PAGE Mg-7473 rev. 10/03201S BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS4TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. mll M?ek' 250 Klug Circle Corona, CA 92880 Job • Truss Truss Type Qty Ply Tessema-Barka 1003-1698 K6275717 B1903088 A02 Common 19 1 Job Reference (optional) Builder F 1.4-0 11401 3x8 Source (Arlington, WA), 6-1-3 6-1-3 Arlington, WA - 98223, 2x4 \\ 11-6-10 5-5-6 5.00 12 3x4 i 3x6 16 15 4x6 = 3x4 = 6-9-14 8-9-14 17-0-0 8-2-2 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jun 19 10:10:27 2019 Page 1 ID:ICwOyYTX20G8Xfyr8ccfi5z0p2)-EQWo5unoDdY1 RhIgMm5jG94izlbwjdMHWy?RNIz41QQ 17-0-0 22-5-6 27-10-13 I 34-0-0 (i5-4-0I 5-5-6 5-5-6 5-5-6 6-1-3 1-4-0 4x4 = 6 14 3x8 = ( 25-2-2 8-2-2 3x4 7 3x6 J 13 12 3x4 4x6 = 2x4 // 34-0-0 8-9-14 Scale = 1:58.8 10 3x8 Plate Offsets (X,Y)-- 2:0-4-2,0-1-8],[10:0-4-2,0-1-8] LOADING (psf) TCLL 30.0 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 IRC2015/TPI2014 CSI. TC 0.49 BC 0.79 WB 0.69 Matrix-RH DEFL. In (loc) I/defl L/d Vert(LL) -0.22 14 >999 240 Vert(CT) -0.38 14-16 >999 180 Horz(CT) 0.13 10 n/a n/a PLATES GRIP MT20 220/195 Weight: 153 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No2 *Except* 1-4,8-11: 2x4 DF 1800F 1.6E BOT CHORD 2x4 DF No.2 *Except* 13-15: 2x4 DF 1800F 1.6E WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 2=1735/0-5-8, 10=1735/0-5-8 Max Herz 2=-200(LC 9) Max Uplift 2=-586(LC 8), 10=-586(LC 9) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3417/1081, 3-5=-3060/973, 5-6=-2153/696, 6-7=-2153/696, 7-9=-3060/973, 9-10=-3417/1082 BOT CHORD 2-16=-1074/3050, 14-16=-765/2515, 12-14=-565/2515, 10-12=-875/3050 WEBS 6-14=-367/1230, 7-14=-838/477, 7-12=-150/489, 9-12=-419/315, 5-14=-838/477, 5-16=-150/489, 3-16=-419/315 Structural wood sheathing directly applied or 3-3-13 oc purlins. Rigid ceiling directly applied or 6-0-1 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=111mph; TCDL=6.0psf; BCDL=4.8psf, h=25t1; Cat. II; Exp C; 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 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) All bearings are assumed to be HE Stud/Std crushing capacity of 405 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=586, 10=586. [WARNING • Verify design peremptory and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M9.7473 rev. 1403/2015 BEFORE USE. L3esign valid for use only with MiTekIS connectors. This design is based only upon parameters shown, and is for an individual building componem, not a truss system. Before use, the building designer must verily 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 aril/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 o1 trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. June 19,2019 Mil MiTek' 250 Klug Circle Corona, CA 92880 Job - Truss Truss Type Qty Ply Tessema-Barke 1003-1698 K6275718 B1903088 - 801 GABLE 1 1 b Reference (optional) Builders FirstSource (Arlington, WA), -4-0 3x4 = Arlington, WA - 98223, 11-0-0 11-0-0 5.00 112 3x6 = 10 4-0-0 iIl —.411111111111111 '9101 111111 X I AT, X NOM I " X • X 4. W.." • 11 8,240 s Jun 82019 Milek Industries, Inc, Wed Jun 19 10:10:28 2019 Page 1 ID;IDwOyYTX20G8XfyrOcc65z0p2j-ic4AlEnC1_wgu2rtOvIcypMdzti6?SEtOlck?wkz410P 22-0-0 23-4-0 I I 11-0-0 1-4-0 12 34 33 32 31 3029 28 355 27 22-0-0 26 25 24 14 15 16 nmmrimmmmr MODE 23 22 21 20 3x4 Scale = 1:39.5 22-0-0 18 Plate Offsets (X,Y)-- 10:0-3-0,Ed e LOADING (psf) SPACING- 2-0-0 CSI. °EFL. In (loc) I/defl L/d TCLL 30.0 Plate Grip DOL 1.15 TC 0,10 Vert(LL) -0.01 19 n/r 180 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(CT) -0.01 19 n/r 120 BCLL 0.0 * Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 18 n/a n/a BCDL 8.0 Code IRC2015/TPI2014 Matrix-RH PLATES GRIP MT20 220/195 Weight: 112 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E TOP CHORD BOT CHORD 2x4 DF 1800F 1.6E *Except* BOT CHORD 2-29: 2x4 DF No.2 OTHERS 2x4 DF No.2 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 22-0-0. (lb) - Max Horz 2=-134(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) 2, 28, 30, 31, 32, 33, 34, 24, 23. 22, 21, 20, 18 except 25=-105(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 2, 27, 28, 30, 31, 32, 33, 34, 26. 25, 24, 23, 22, 21, 20, 18 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=111mph; TCDL=6.0pst; BCDL=4.8psf; h=25ft; Cat. II; Exp C; 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 3) 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 ANSIfTP11. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing, 6) Gable studs spaced at 1-4-0 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) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 28, 30, 31, 32, 33, 34, 24, 23, 22, 21, 20, 18 except (jt=tb) 25=105. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WEI( REFERENCE PAGE MII-7473 rev. IGV,3/2015 BEFORE USE. Design valid for use only with KAMA® connectors. This design is based only upon parameters shown, arid 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 ANSPTPII Duality 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 92980 Job , Truss Truss Type Qty Ply Tessema-Barks 1003-1698 K6275719 B1903088 B02 Common 2 1 Job Reference (optional) Builders FirstSource (Arlington, WA), -1-4-0 1 1-4-0 5-9-14 5-9-14 Arlington, WA - 98223, 7.6.10 7.6.10 8.240 s Jun 8 2019 MTek Industries, Inc. Wed Jun 19 10:10:29 2019 Page 1 ID:I CwOyYTX20G8Xfyr8ccfi5zOp2j-ApeZWao2lEolg?SOTA7BLa94d6KhBfDa GUYSAz41Q0 11-0.0 ) 16-2-2 22-0-0 5-2-2 5-2-2 5-9-14 4x4 = 14-5-6 6-10-13 { 22-0-0 7-6-10 Scale = 1:37.7 Iv LOADING (psf) TCLL 30.0 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 IRC2015/TPI2014 CSI. TC 0.35 BC 0.52 WB 0,14 Matrix-RH DEFL. in (loc) I/deft Lid Vert(LL) -0.09 6-7 >999 240 Vert(CT) -0.18 6-7 >999 180 Horz(CT) 0.05 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 87 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E TOP CHORD BOT CHORD 2x4 DF 1800F 1.6E *Except* BOT CHORD 2-8: 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 6=1038/0-3-8, 2=1164/0-3-8 Max Horz 2=148(LC 8) Max Uplift 6=-337(LC 9), 2=-399(LC 8) FORCES. (Ib) • Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2090/651, 3-4=-1803/591, 4-5=-1821/605, 5-6=-2110/666 BOT CHORD 2-9=-636/1846, 7-9=-278/1211, 6-7=-532/1868 WEBS 4-7=-272/640, 5-7=-473/346, 4-9=-258/617, 3-9=-461/339 Structural wood sheathing directly applied or 4-8-9 oc purlins. Rigid ceiling directly applied or 7-9-15 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=111mph; TCDL=6.0psf; BCDL=4,8psf; h=25ft; Cat, II; Exp C; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. 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) All bearings are assumed to be HF Stud/Std crushing capacity o1405 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (lt=lb) 6=337, 2=399. A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M9-7473 rev, 10/73/2015 BEFORE USE. Design valid for use only with MiTekIS connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Belpre use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Duality Criteria, DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job - Truss Truss Type Oty Ply Tessema-Barke 1003-1698 K6275720 61903086 ' CO1 GABLE 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), -1-4-0 1-4-0 3x6 = 5 6 8.240 s Jun 8 2019 MiTek Industries, Inc, Wed Jun 19 10:10:31 2019 Page 1 ID:ICwOyYTX2OG8Xfyrficcfi5zOp2j-7131.JxGq1Hr2TvJbbbbRKPFRPw62fbRtRazfX3z41QM 14-0-0 , 15-4-0 7-0-0 1-4-0 Arlington, WA - 98223, 7-0-0 7-0-0 5.00 112 XV:" X•7,010X. ' • " 2010. X " "1" .0X X•X" . X 1' 3x4 2.50 112 7-0-0 14-0-0 3x4 7-0-0 7-0-0 Scale = 1:27.1 Plate Offsets (X,Y)-- 15:0-3-0,Edge] LOADING (psf) TCLL 30.0 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 IRC2015/TPI2014 CSI. TC 0.27 BC 0.14 WB 0.04 Matrix-RH DEFL. in (loc) i/defl L/d Vert(LL) 0.01 9 n/r 180 Vert(CT) 0.02 9 n/r 120 Horz(CT) 0.00 8 n/a n/a PLATES GRIP MT20 220/195 Weight; 50 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 OTHERS 2x4 OF No.2 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 14-0-0. (lb) - Max Harz 2.91(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-135(LC 4), 8=-155(LC 9), 13=-127(LC 19), 14=-273(LC 8), 11=-127(LC 20), 10=-279(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 12, 13, 11 except 2=331(LC 1), 8.331(LC 1), 14=514(LC 19), 10=514(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-14=-386/289, 7-10=-386/295 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=111 mph; TCOL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 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) All bearings are assumed to be 1-IF Stud/Std crushing capacity of 405 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 Ib uplift at joint 2, 155 Ib uplift at joint 8, 127 Ib uplift at joint 13, 273 Ib uplift at joint 14, 127 Ib uplift at joint 11 and 279 lb uplift at joint 10. 11) Beveled plate or shim required to provide full bearing surtace with truss chord at joint(s) 12, 13, 14, 11, 10. June 19,2019 A WARNING • Verify design parameters end READ NOTES ON THIS AND INCLUDED MtTEK REFERENCE PAGE MP-7073 rev. 10,433/2015 BEFORE USE Design valid for use only with MtTekrE 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 ol design parameters end 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 bracMg is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS1/77,11 Duality Criteria, OS8-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ••• MiTele 250 Klug Circle Corona, CA 92880 Job • Truss Truss Type Qty Ply Tessema-Barke 1003-1698 K6275721 B1903088 s CO2 SCISSORS 8 1 Job Reference (optional) Builders FirstSource (Arlington, WA), -1-4-0 1-4-0 1 Arlington, WA - 98223, 7-0-0 7-0-0 7-0-0 1 4x4 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jun 19 10:10:32 2019 Page 1 ID: ICwOyYTX20G BXtyr8ccf15zO p2j-bOJ hecgw29AKXTAn 8J gvzCn V 3J K10080g EiC3V z4I Q L 14-0-0 7-0-0 14-0-0 3x6 1 1540 1-4-0 7-0-0 7-0-0 Scale = 1:27.1 Io LOADING (psf) TCLL 30.0 TCDL 10.0 BCLL 0.0 * BCDL BA SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.72 BC 0.68 WB 0,14 Matrix-RH DEFL. in (loc) I/defl Lid Vert(LL) -0.14 2-6 >999 240 Vert(CT) -0.26 2-6 >629 180 Horz(CT) 0.09 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 46 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 2=776/0-3-8, 4=776/0-3-8 Max Horz 2=91(LC 8) Max Uplift 2=-274(LC 8), 4=-274(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1649/364, 3-4=-1649/400 BOT CHORD 2-6=-302/1443, 4-6=-300/1443 WEBS 3-6=-95/737 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=111 mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; 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 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) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 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 274 Ib uplift at joint 2 and 274 Ib uplift at joint 4. ®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 MiTekr5 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 o1 design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPlf Quality Criteria, DSB-59 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. June 19,2019 Mil MiTek` 250 Klug Circle Corona, CA 92880 Job - Truss Truss Type Qty Ply Tesse - rke 100 - 698 K6275722 B1903088 ' 0 Monopitch Supported Gable 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA c Arlington, WA - 98223, -1-4-0 1-4-0 3114 = 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jun 19 10:10:32 2019 Paget ID:1CwOyYTX2OG8Xfyr8ccfi5z0p2j-b0Jh8cqw29AKXTAn8JgvzCne6JTe02LOgEiC3Vz41QL 3-11-8 3-11-8 3 4 2x4 11 Scale = 1:12.9 LOADING (psf) TCLL 30.0 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 IRC2015/TP12014 CSI. TC 0.14 BC 0.12 WB 0.00 Matrix-P DEFL. in (loc) I/defl LJd Vert(LL) 0.00 1 n/r 180 Vert(CT) 0.00 1 n/r 120 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 15 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 4=-282/3-11-8, 5=483/3-11-8, 2=281/3-11-8 Max Horz 2=123(LC 5) Max Uplift 4=-282(LC 1), 5=-330(LC 8), 2=-110(LC 4) Max Grav 4=226(LC 8), 5=483(LC 1), 2=281(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-5=-454/348 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=111mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; 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/PI 1, 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 282 Ib uplift at joint 4, 330 Ib uplift at joint 5 and 110 Ib uplift at joint 2. WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED AMEN REFERENCE PAGE MI1-7473 rev. 10/032015 BEFORE USE. Design valid lor use only with MiTele3 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Duality Criteria, 0SB-80 and BCSI Building Component Safety Information available Irom Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. June 19,2019 Mil Wel(' 250 KJug Circle Corona, CA 92880 Job - Truss Truss Type Oty Ply Tessema-Barke 1003-1698 K6275723 B1903088 ' J02 JACK 9 1 Job Reference (optional) Builders FirstSource (Arlington, A), Arlington, WA - 98223, -1-4-0 1-4-0 5,00 3x4 = 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jun 19 10:10:33 2019 Page 1 ID ICwOyYTX2OG8Xfyr8ccfi5z0p2j-3at3MyrZoTIB9c1 jOB8WOKAp47VbAyuSmbxz41QK 3-11-8 3-11-8 3-11-8 4 3-11-8 Scale 1:12.9 LOADING (psf) TCLL 30.0 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 IRC2015/TP12014 CSI. TC 0.18 BC 0.11 WB 0.00 M at rix-P DEFL. in (loc) 1/dell LJd 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 220/195 Weight: 13 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD 2x4 DF No.2 2x4 DF No.2 REACTIONS. (Ib/size) 3=112/0-5-8, 2=321/0-5-8, 4=28/Mechanical Max Horz 2=123(LC 8) Max Uplift 3=-91(LC 8), 2=-124(LC 8) Max Grav 3=112(LC 1), 2=321(LC 1), 4=63(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 3-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=111mph; TCDL.6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • 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. 4) Bearings are assumed to be: Joint 2 HF Stud/Std crushing capacity of 405 psi, Joint 4 HF Stud/Std crushing capacity of 405 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 Ib uplift at joint 3 and 124 Ib uplift at joint 2. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. A WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MII-7470 rev. 10/032015 BEFORE USE Design valid for use only with MiTelca connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before Use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to preven1 buciding of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, June 19,2019 MI MiTele 250 Klug Circle Corona, CA 92880 Job • Truss Truss Type Qty Ply Tessema-Barke 1003-1698 K6275724 B1903088 ' VO1 GABLE 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 9-10-7 8.240 s Jun 8 2019 MITek Industries, Inc. Wed Jun 19 10:10:35 2019 Page 1 10:1CwOyYTX20G8X1yr8ccfi5z0p21-?z?qmdtpK42vOwyMgREcbrPA?XU5bPiSMC)tsgqz4101 19.8.14 3x4 9-10-7 3x6 = 46.411b• 4111, •• • .411, 24 23 22 21 20 19 18 3x6 = 19-8-14 17 9 10-7 Scale = 1:31.6 Arr t. tit .0,s4 +.001. 41044. 41A . • t6 4.1%.;". !ail. 7 .4.4.• 16 15 14 3x4 19-8-14 Plate Offsets (X,Y)-- 7:0-3-0,Edgel, [8:0-0-0,0-0-0], [9:0-0-0,0-0-0], [10:0-0-0,0-0-0], [11:0-0-0,0-0-0j, [12:0-0-0,0-0-01 LOADING (psf) TCLL 30.0 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 IRC2015/TP12014 CS!. TC 0,10 BC 0.07 WB 0.03 Matrix-RH DEFL. in (loc) ffdefl Lid Vert(LL) R/8 n/a 999 Vert(CT) n/a n/a 999 Horz(CT) 0.00 13 n/a n/a PLATES GRIP MT20 220/195 Weight: 83 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 OTHERS 2x4 DF No,2 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. REACTIONS. All bearings 19-8-14. (Ib) - Max Horz 1=100(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 1, 13, 20, 21, 22, 23, 17, 16, 15 except 24-159(LC 8), 14-159(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 1, 13, 20, 21, 22, 23, 18, 17, 16, 15 except 24=309(LC 19), 14=309(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=111mph; TCDL=6,0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; 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 3) All plates are 2x4 MT20 unless otherwise indicated, 4) Gable requires continuous bottom chord bearing. 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) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 13, 20, 21, 22, 23, 17, 16, 15 except (jt=lb) 24=159, 14=159, WARNING • Verffy design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MN-7473 rev. 10(03/2015 BEFORE USE esign valid for use only with MiTekg connectors. This design is based only upon parameters shown, and is for en 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 andfor 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 busses and truss systems, see ANSI/TPIl Quality Criteria, DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. June 19,20 9 Mil MiTek* 250 Klug Circle Corona, CA 92880 Job • Truss Truss Type Qty Ply Tesse a -Bark 1 0 - 698 . , B1903088 V02 GABLE 1 1 K6275725 ,Job Reference (optional) Builders FirstSource (Arlington, A), Arlington, WA - 98223, 4-10-7 8.240 s Jun 8 2019 MiTek Industries, Inc, Wed Jun 19 10:10:36 2019 Page 1 10:1CwOyYTX20G8Xfyraccfi5z0p2j-T92C_zuR5Ohm04UZN9Ir72yKnxq_KrtcbsgOCGz410H 9-8-14 4-10-7 3x4 7 2x4 II 4-10-7 Scale = 1:17.8 3x6 = .0 9-8-14 6 2x4 11 3x4 9-8-14 Plate Offsets (X,Y)-- 3:0-3-0,Edge], (4:0-0-0,0-0-01 LOADING (psf) TCLL 30.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress !nor YES Code IRC2015/TPI2014 CS!. TC 0.17 BC 0.09 WO 0.03 Matrix-RH DEFL. in (loc) 1/dell L/d Vert(LL) n/a - n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 28 Ib FT . 20% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 OTHERS 2x4 DF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 9-8-14, (Ib) - Max Horz 1=-45(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5 except 7=-174(LC 8), 6=-170(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=340(LC 19), 6=340(LC 20) FORCES. (Ib) • Max. Comp./Max. Ten. • All forces 250 (Ib) or less except when shown. WEBS 2-7=-270/177, 4-6=-270/173 Structural wood sheathing directly applied or 9-8-14 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=111mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; 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 3) Gable requires continuous bottom chord bearing, 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) All bearings are assumed to be 1-IF Stud/Std crushing capacity of 405 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5 except (jt=lb) 7=174, 6=170. WARNING • Vinify design parameters end READ NOTES ON 1705 AND INCLUDED AMEN REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with Weld° connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required tor 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 ANSP7P11 Quality Criteria, D513-55 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, MiTeIC 250 Klug Circle Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION 131 " Center plate on joint unless x, y 4 offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. MOW 0.1116n For 4 x 2 orientation, locate plates 0-1r16° from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING 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 number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSIITP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 8 dimensions shown in ft-in-sixteenths (Drawings not to scale) TOP CHORDS BOTTOM CHORD 7 3 6 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 NUMBERSILETTERS, 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 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek' MiTek Engineering Reference Sheet: MII.7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI, 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 inadeauately 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 ANSIITPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1, 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements, 12, Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, '1 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 o1 an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 0 cS0 14-05-08 14-00-00 -06-08 • y Blocking List Product 2x4 VB 3H - RBCP 2x4 Solid Block 18-00-00 GARAGE = Truss left end indicator. 22-00-00 40-00-00 HANGER SCHEDULE QUANTITY HANGER CARRYING MEMBER CARRIED MEMBER USE 10DX1 1/2" NAILS © SINGLE PLY CARRYING MEMBER OR CLINCH 3" NAILS ON BACKSIDE OF GIRDER 71 H2.5A 5-8D j 5-8D rim Builders mb FirstSource 20815 67th Ave NE Arlington, WA 98223 Phone: 1-360-925-4155 BUILDER SUBDIV Hiline Poulsbo PROM, CT MODEL Tessema-Barke 1003-1698 2373 Plan ADORE S . LOT # jw" B190 088 THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These tarsus are designed as individual building components to be incorporated into the building design at the specification of the building designer See the individual design sheets for each trIAS design identified on the plaecemm drawing The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure_ The design of the truss support structure including headers, beams, wall, and columns is the responsibility of the building designer For general guidance regarding bracing. consult 'Tracing of wood tnisses" available from the Truss Plate Institute, 583 D'Ortifrio Drive: Madison, WI 53079 v VICINITY MAP KEY/LEGEND: 0 PROPERTY CORNER UNDERGROUND POWER & COM\NNICATION5 CONTOURS — PROPERTYOOLTDARY --- EXISTING STRUCTURE PROPOSED HOME &ADD SURFACE FLOW EXISTING PAVEMENT - - SILTFENCE CLEARING LTA T em 21ANDSCAPINGROCKERY EXISTING FENCE . DOWN SPOUTS TO DISPERSION TRENCH Ira CONF.ENTRANCE 20 0 SOUTH 150th STREET 8" MAIN WATER SERVICE TE CONST. EN NCE PROPOSED DRIVE LIMIT OF CLEARING FOOTING DRAIN NEIGHBORING HOME EX. NEIGHBORING KEYSTONE LANDSCAPE WALL FOOTING DRAIN NOTE: DIRECT FOOTING DRAINS TO DISPERSION TRENCH APPROXIMATE CUT =50 YRDS FILL =250YRDS In It 3 PROPOSED DISPERSION P TRENCH 45' LF 20 Scale: 1" = 20 feet 40 4-6 ZX2b0,0x TW 256,0 BW254.06'. h ry h N N TRAFFIC LIGHT X. SIDEWALK SILT FIENCE EX, RETAINING WALL /SIDE SEWER SERVICE STUB- 4" PVC TO DOWNSPOUT EX, KESTONE WALL IGHT POLE 0LFOF " ADS N12 1% MI PARCEL INFORMATION: LEGAL DESCR1P110N: CASCADE HEIGHTS ADD E 65 FT AS MEASALGSLN Plat Block: Plat Lot:6 RECEIVED DEC 11 29I9 TUKWILA PUBLIC WORKS FE8102020 C:yl PI 11: CORRECTION GRI_ i OCKERY 50' LF DEC 09 2019 PERMIT CENTER SITE PLAN CBAY CONSULTING 400177nd Tacoma, NSA 98443 Droiect Info Fakade Tessema•B Site Addre 4115 S.1SOth St Tukwila WA 9800I Darceg 1422700060 Jobt) SPO 562 11/25/2019 Lot Sue• ,897s9.•20ac. rop.Drive• 450sf. op. Home = 1,740sf. roposedADU= Prop. Tot = 3 In:eruiausC These plans have been reviewed by the Public Works Department for conformance with current City standards, Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer, Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval Final acceptance is subject to field inspection by the Public Works utilities inspector. Date; By ABBREVIATED ERO T,E,S.C. / ABBREVIATF SION CONTROL PLAN a D PLAN FOR FEKADE TESSEMA- BARKS STANDARD EROSION CONTROL NOTES Ontslta Baton cankol msawes shaJ ce be ragout* clVeLtdocor.Art c oblet until ten Oral aw One Oa storm syslen pry Uw Muridpalpyshell he retied ky e AppRwnt;la the Contactor, n torso emslin d'Create oases leag'Wptepedy, aloe:Cubt14d nwW daveMymenlNal w4i aggreuali the shallot must nave snot bee App'kalICaNrttm shah' medmaw mono msla2VmamWk0tlon Demme. Restw7JOnadMryshall =he ill sate Urns as VA prcdom h rNIMd. Mercator' and sadimenlabnramd aedces sham on Ntsdoting shall be Instance et or as the hsl step) dsto pipea0. Should bee temporary eroslan aril &Antoni*=h i measures es abenn on uR reins rah prove aolegole Iv weird erosion add sedimenlatlm the App6unrantacteeskY plan atdBoeel talks as hawssary le pole ac]arael propodes. semNva areas,ntnlal blot comas, ardor sin ains?srstems. In any ma whlth has been emceed d Mpelaeonce screen* lard AseNblng ac0aties wire t beer wore Is Bnpdpaled Iona ceded extadng bee toted trleda, ateOut/bed sots mue:le Immedmry statical nitth nwulchinf, grass clanPn.d o7et appmvdehmon Vol noVenl appdahk a the lit alyeshpuesuvs Grass w all aht QI N acted" only caurtnp No momhs dAprN enough Sepen ten, Mdadve. Seading may oak, Never, whew] II Is In Na Interest dthe AppllcanULonhicbr, barnate augmented) Wei tun, d Carhgauroel Chet her measure el9so.hed secs tun CAM amain nagcnnMewl nl be Nsud hare byneeeper The project animator prdecl scam berespotele loellelllece2o2 the NeaAng Rs and ulabldhingflat boankbesa,N CNN cdmd fpggly. The otraclorNEcleatto limps as established on Ras pen and asBagguB the tea Thd Coca h state N respadde la ne'"lecke at a cepN4a d as &Wes eed tiding leth and calm at anlmerueon colter eaddees.The AgpNranl ends Cottle, ill may t o Count' Iodydlgm hours In admca of each mplmd mice atsedimenl wood lospecto. pedonNa1 • les4111eCon &DionvM'Ix19lkOpholodestq, perm Na2 - Camoleken °admit pectlen No.3 • Dpar. compledmdmm+aNq Rag. an clock twice tic,, 4 • Conlin* a,pmpo Raton No. S • Ar needed to dtlemdt compliance Ailh approved pens cella, aJlcatas. (Dasnol 'Nub Manx eke.) ANC assetalle with sedlklne the elsWmei areas shill N lamrdmxenth the run Lovely Slanweer M"nagemmlMyaat AN r.eswy ICHB SW beta aired on ate It penciladd. del wink ten urmeVng an The cable hhl.okny, SILT FENCE Fe1er!Cie shell be purchased le a Mutts roll ataaONE large d batten loandd use d1dn15.W1tn Ind ceemangle krdot shall be xd'gYather oolyN a scppon pose, with a mlrNrsm641d uedap,, and hmyfaslanm aibcUl ends O pods. Posts shall be spa* a motive of 6feel apartent &Nen Noway ka tin and (minimal DI 10 hdmst, Ahand shah beret aled appreeaa ly B kits and 12hdesdeco Or be of posh and ups4 o hoes bee Nmer.Thtseend shay he bedlNed nutted venal WTan stanwtdstrength IIClerfel* Is tied, a%W mesh supponlerra st6 isle*seco to bet upslrpa side CI the posts Lbhg hearyHYuywht hasalleasl 1 inch long, Be whesothn tInps, Moltke shall e41aedlekthe it a ml°Inum ol4Ineles eM shay naleAlnt monetan 241N7es "have tl4 nal grout surface. Thor aenaen Mgt fi*riber4 el le bestial awieel *Pelee°, and des of 4a labdt shall ba enenadldothe tree0, Too lab* 6120' Id d we than 24 lathes km heodgFul ground modem Fear Weeshad e sep4d 4 esLMgkes WNen ertrrstrengtlh Mier fa and claw psl'ON ls usod. dewdre suppal4rce maybe ofm4ela n shad a case, the filer leh1Ch Mailed red treaty Io Na pots xNhore den, proMtlmaof abeve eolas applying. FBerfel* Was shall not renmc4 kW he up5opema has ken vomit naked. FUrWtat t fences set he Impeded MmrMale Beer each alte and O daily Outing prolonged rainfall. Any regdnHdtepa4s Oaf bemade ldeely SIP tenons n12 be Inslelled pxwd to arty sieve mn44a Coeiteeng 4y1h 0lence wed nolho greaernlb 100 teal Do nod to setae Clow an idol pips at*. Vent downslope oeexpand seas. De nol Mee over or aunt lence, 'LASTIC COVERING Plat sheet.; sh02 ewe a mWmum Iludressol6 *at shall meet cataract d bee STATE STANDARDSPE4FICATIQ42 Scum s, Cmedog shall be Cite and realnldned tghay N pax ray net DergsorDies onropes wOham4n0m141ro1g1dspathe Inall Bono AU seams sh24 he toped orn043440 doom hell CO and 4Mre be a leas) a 12 inch mean ol all seams, Aber plDsBt coveting shall be Insl0%4 anmeda44yon anus seede4 ee November land 14,021 and mm*M und44Na14n h rrmly Nehed. Who eee until h used on unseeds! slops, N shall be Nepl In place ttnstdnpedal. Page cuing sheers Shea be butted M 4¢I m the lop el slopes in ID peer! surtax wag bar hog sleet. Props mddenan;e Indsdes regdor deeds keeps and titled ends. TOPSOIL STOCKPILING I, S*Fpleas shrine slad4acd twltps@ taete otdtt approved amlm) egybeMtn Nwembetl aneMe d 21. 2, In any seum saolrranl reaWnglnsm sock pies to pre**. 7. Tepee sere nal be CC Ala I a Cal ce videenteenawn Inc su6yre0e Is make ce oo84nrord4ans N it (IX mayo*amho be eaRtece topapa gra9y a proposed sodd'n el scedrg, 4. PIBdouslypritdkhod pin m Die almslotlryw4ed skit be merulmd"cording lotto epproadplan. MULCHING 1, Mdt,naeleJs used NhdlN wood flea cEuoso, and sheple applied at the rat el150Dps peraaa 2. Mukhesshal be app4Nd le ag was tAt expoed Nape, Teak, Can 21. S Mulching tam be use lmltdlalely Beef seety ale arm wrier cannot he seeker because d to seawr. 4, A2 mastertymu4hsbe4 De wverseby4oremte 1. SEEDING 1. Seedm4ure shall be and !me, end shill be applied al bW aeenbs per ace. 2, Seed heel plea 6eheen May 1 and October71 wl@regukeImgatloo and other maW4wan4a as necessary to InsIBe and paled Wool sham. 7. Fa sere beds peened between October21 an2 Pan 20, erasing 4the seed bed xi. be necessary, le.e.?Autos,iuN one despat mresle0 4, &lore*kg, ItldloeeLM swiss" wolmvdmusurets swiss Tadao tram Etermplendine, soles, lard spenders atsedn et bastes, 5. The seed*s4dleta Finn wllhalairyltsitu, bluing wince toughening. PeOnt ate cpeaoons across vet itylls ks ONeslope. 6, kd revs ee*housed acwrdoaloswim 0 0npha on knots uted should benelhed tsped4iy Onto Kiel hales awa wards, 1YPICA SUL A1443..EN1420E FOR SINGLE 1A'AY CON51ReIC1I0N DPf10NI•AME4DEAS1ING SOILS IN PLACE smosc..ano APFAS el WY 0R IL ECSN,G SI4GN4➢E 451NCe'ES MDT SCAM OR nee WINNOW UNECaE eSi4GTREESTO RE Map, el8UCEMO RO101%L 71NCNES OF CO4POSete MAifm0. len%Drag e N1EN11N10SINCNE$ OF SOIL FGR A1IN54EODEPTNOF IMINCES [4 INCH SLWRCA0ON, B INCHES CCI0051150I1.11a4CFP31 OF 2NCD4PACIEO SOIL. RMEAN0I 4404E ROCKS LARGER lemel itiSINDIAAVERANDM enA4FA3 Y1n N 1 INCNES OF ORGINIC *UN. wee AEU', IlSCAR4Y OA EASINGSUBORAOE4d INCIlNS. 170No1 SCARP OR me KO DV OE OF E1151I NG TREES IOU REIN NEee 71 PI4CE AND R0f 0111E 114CHE3 OF GNOME MA1Eld4115%ORGAMC COt'IENT1W1061NCSE< OF' 60h FORAFINISHE OEM CF NI8CNE50F UN•COCAC1E0 SQL leA1E R OR ROL1 TO COMPACT DM 65%1 41014.IUNE 10LEVEL, REMOVE SURFACE MI MEBASA8DROCF.S VAGER THAN INCH IN °METER OP11Q41.4➢O711GF OILNEETiNG0R6440CEVENISIKARDS Wd11CAPEAREAS I I SCARIFY De 14L MUM SU "GRADE IN CC eiREDeION6 TO 6 no Win, 00 NOT SC0M1r OR 1ea CNN CO IX Of USCG 1Rg51O all IL'?443 De R1USE 4PORt301C4 Sat IJ150JN0AIHW41of ORGuaCMA11Ei (MOLLY ARO.w84p%COAIP051f 306P0R0 Wei BE SAND CRSANOYLame PLACE S INCHES OF IMPQRIED TOP SOa MIX ON SURFACE MO nLL 1 INCN'S OF SANDY SQL. PLACE 40O110N1 S mWNES Of IYFORIEO TORSOS NIX ORME SURFACE lien SMOOTH AND RE40VE SURFACE R0CJ{5 OVER 2IW;4ES IN PAVER MUW r LANDSCAPE DM Mel l INC4E5 OF ORGANIC 44N LAWN AREAS: 11 SCARP OR lilt EAS@4G SUBG400E IN TWC OIPECTIONS 10 6 WC4 DEPM X. g10 NOT SCARP CN 11M WITHIN OAP LINE OF E41511NO MUSIC) BE45IM4EOa 0(024IMICR1E01WSQlr0ACCOTA47NGS%254442M40ER(tYPICALLY ARM 15%dYR061A SCAPOA110to111141 BE SAND OR 5A4DYIOAK PLACE NCHESOFNPDi4Ee10P 500Ma n4SAKE ANO 11112ING 5OF3A4m SO'4 clef( OR RO L1000L1°4C4Sa195% Oee14A4U4.R4WETO 15450*EA104E SURFACE 4000Y DEDiN5AY0 ROCKS LARGER ehAN 11NCXINOMteTeN, TABLE OF CONTENTS: 61,1. A3BREYIA1E0150E G Arl 11 nICI SP./. 111045 PAGE 144T N01E5 AND DE1ul5 PAM INS14.1 DRAW COVERT IF Int IS A ROADSIDE D11CX PRESENT, PER COU41e ROAO 31ANDAR05 4'•B' ODARa1 SPALES WY BE TOPORESS(3 WON 1'-7 AS PR CWN0Y ROAD S1A4DARDS, CONSIRUC110N (N114NCE 10 AVND WRONG m 14E R04wA1. II IS NECC44EN0E0 1N,LS 1NE ENTRANCE BE CRNY4ID SO INA1 RONQI DRAW5 OFF THE PAD. PROVIDE IUCL cis Or INGRESS/MISS AREA These plans have been reviewed by the Public Works Department for conformance with current City standards, Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances, The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval, Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By, 2j91� EROSION CONTROL CONSTUCT04kSEQUENCE: '. USk locale; DNE CALL 1-20)424-5555 2, Precvnstav3DD mewing 4N1 County, 3. Posh sgowlllname eadlumber of ESCsupemsx.@neede0 Glade and i1S54 04n24US1aA1 eoba1u)s)/ S Insled akin basin poleok (I14 red) G losa0 perimeter p;0ecdol, Sib Petits or brush banner era. 7. Inspection of Erosion Could measures, Sill Ie50B e t S. Coastai l surface water ce5lfds, du* doing and Grubbing ooe 9, Eacavabon and kg to sobprade: )CUT ANC Ella) la, kuiNllaineros!onbradmeasuw resperCaelystandardsand,maniadermspea. I I, As site cdoddls may cheap, relocate eraser odd measures te maiagfa @al erajOR d sedmeN carhbpR aaksaysinate' ncewith ESC shndads. 141IB FABRIC MQERMt IN COHnNu0U9 RM1S USE 314403 OF WIRE RI 4GS 10 A'1ACH 46RI TO OE WIN 4ES4 SUPPORT F0NCE 101 FIBER FABRIC BURY e011D4 0f FLU 4fl0R4L IN 8 a 'RENCH 2S1r WOOD POSTS. STANDARD OR BE11ER DR 500044LE41 WIRE *ESN SUPP0R1 FENCE (10 BE LOCATED 04 INS WWNHILI SIDE OF INS FILTH FA9RIC) RIRR DAD 4A1FAAAl PROVh0E 8Asl40 ORAL B4AfOLL 3/4' • 5° IN WENCH AND M BON SIDES OF R:1ER PENCE fABRIC ON 1XE SURFACE BURY emu or 11L1IR 4AIERML iN 13"d2° INEWCN 12. Cases all aseaslbatrdlfarahuewakedlolruse ro 7da}5Cu'u'U the dry Haw end 2daysdoingthe welseason 4Hsuaw, wood abermddl,plastic sheeSngaegl)ve4ant 13. Slabkioe all areas dot *ape foal grade Irlhin seven days Seed se Sod sop aresteal44 'vain mocked for muse kola days 15, Upon mmptelol of bee projen, all dalulbed a teas Rattle 2k11oed and BNPs removed d appropriate. Ysl°oS' W000 POSTS. S1AN24RD OR BORER OR EDUIVAIENI CBAY CONSULTING klinarycunmuttionmm 460172nd St, E. Tacoma, WA 95443 phmnet2S0WAS? Dreiect Info Nile/ Fakade Tessema•Barke Address) 4NXX S.1Rel Sr. ?o4o4s,1VA 4511 Parcel 142270006a ,usurer SPO-562 Date 6 / 2012019 Ler Sire -9,697sr. - Dac 11Npe1V)0115 Prop. Drive 720sf. Prop, Home. 1,7906t. Prop. Coy. Deck • 252s(, Prep. Total • 2,712sr. Io31n40uDerr 292% N-1 BAY N-1. EROSION CON O A ) um10SEa1e I BREVIATED I SITE PLAN ROOF RUN 4' PVC OR IIDS•N12 PIPE SLOPEQUO MN TO C8 : p0 // SEOWEHT 0.Ya1RCi w/SOUD L ROT DRAIN 1 D 4' NN1EYAl1(f PPE TO DIM Teal 92 PUN D LOErrNa OINDIYIDUAL ROOF DOWNSPOUT SYSTELI NOTE: 1.) SET TTE TOP Of NE TEE RISER AT CA ABM NE THE TOP QEYATION OF THE TRENCH DANN ROCK 2) SET THE BOTTOM OF NE LET PIPE AT NE SANE ELEVATION AS NE OUTSET PIPE SOLID LOCKING UD MIN. MESH SCREEN BAND SCREEN TO PIPE TO CB AND DISPERSION TRENCH(S) IF UTILIZED. PIPE SUPPORTS, BAND TO DEIYALL (2 PLACES, TYP,) ESN SCREEN I/2'K1 2', BANDS TO PIPE ©RESIDENTIAL SEDIMENT CONTROL STRUCTURE - PRIOR TO DISCHARGE 10 DISPERSION TRENCH(S) TUKWILA STANDARD NOTES; Thcsc plans have been reviewed by the Public works Department for conformance with current (',ity standards, Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances, The responsibility for the adequacy of the design rests totally with the designer, Additions, deletions or revisions to these 'ranvings after this date will void this acceptance (Id will require a resubmittal of revised drawings for subsequent approval, Final acceptance is subject to field inspection by the Public Works utilities inspector. Hate; j By: GRADE BOARD NOTCH 2'X12' PRESSURE TREATED GRADE BOARD 4'x4' SUPPORT POSTS END CAP DR PLUG CLEAN OUT SWEEP W/CAP OR PLUG (TYR) 6' PERFORATED PIPE LAID FLAT/LEVEL R DAY, TYPE 1 CB W/SOLID LOCKING COVER DISPERSION TRENCH DETAILS NTS 6' INFLUENT PIPE (MAX DESIGN FLOW (DS CFS PER TRENCH) (100-YR 24-HR DESIGN FLOW) NOTES, 1, Thls trench shall be constructed so as to prevent point discharge and/or erasion, 2, Trenches may be placed no closer than SO Feet to one another, (100 Feet along flow line.) Galvanized Bolts 6 Nuts GRADE BOARD V/ NOTCHES N,T,S, 3, Trench and grade must be level, Align to follow contours of site, 4, Support post spacing as requlred by soli conditions to ensure grade board remains level NOTCHED GRADE BOARD 2 62', GALVANIZED BOLTS 25' MIN TO STRUCTURE CRITICAL AREA, OR IMPERVIOUS SURFACE 6' PERFORATED PE LAID FLAT HOLES FACING OWN , CENTER IN TRENCH NON FRACTURED AIN ROCK EDUIV, TO SNIT SPEC, 9-0312(5) ///// //N/ S, The end of each pipe run shall have an assessable clean out sweep, Pipe end should be visible or the location staked, 6, The type 1 CB can be located at the end of the dlpsersion trench, off center, or In a central location ABR SECTION A -A NTS CBAY CONSULTING aieldmaormunuAinn e 40D17lndSLE. Tacoma, WA 98443 phone751.16/357 NOTE: Tte rltn Nsw sn mt pkai worm* ow tied marrots Tat analaoty TopogWty tad m put6c OS fa bulYg mom :9* Preiect Infc hvneri Fakade Tessema-Duke SiteAddress ) SITS 5.1511Ih SE Tukwila, WA 91n1 1a►ceR 1422700060 JcbJ SPO-562 b_ce 11 / 2512019 Lot Size - 6,B97 st. • 20 Impervious Pal Prop.Ddve= Prop. Horne 1,70sL Prop. Coy, Deck = 252sf. Prop. Total = 2,712sf. Ito rvoeCoavrage= 29.R°% DETAILS PAGE SP-2 umbower HiLine Homes Page 1 of 21 PLAN 2373-15 [p9 = 30 psf, VULT 140 mph, Exp. C, SDC D2] OWNER: PROJECT INFORMATION AND CRITERIA 1. PROJECT INFORMATION FEKADE TESSEMA-BARKE SITE ADDRESS: TBD, TUKWILA, WA 98188 ECEIVED JOB NUMBER: 1001-1698 JUL 0 2 2019 2. STRUCTURAL DESIGNER INFORMATION TUKV%1LA ABDELOUAHAB ABROUS, Ph.D., P.E. HiLine Homes Design & Engineering Department 11306 62ND Ave E., Puyallup, WA 98373 Phone: (253) 770-2244 Ext. 2132 Email: Wabrous@HiLinehomes.com Washington License No: 36110 Oregon License No: 81419PE Idaho License No: P-14132 PULc; Of JUN 0 7 2019 1'44Aj rS-$ • 3. SCOPE OF DESIGN —1EE OF DESIGN LATERAL ENGINEERING ANALYSIS OF WIND AND SEISMIC FORCES REVIEM.:C FCR RECEIVED :COW OoPP§Mc «TY OF TUKWILA Structural specifications APPROVED DEC 0 9 2020 . City of Tukwila BUILDING DIVISION JUL 02 2019 PERMIT CENTER 2015 International Building Code (IBC) for Washington & 2014 Oregon Structural Specialy Code (OSSC for Oregon 2015 International Residential Code (IRC) for Washington & 2017 Oregon Residential Specialy Code (ORSC) for Oregon 2015 National Design Specification (NDS) REFERENCE CODES A b 161 ())1 D STANDARDS CI American Society of Civil Engineers (ASCE) Standard 7-10 American Society for Testing Materials (ASTM) Standard A307 Special Design Provisions for Wind and Seismic (2015 Edition) Revised ROOF DIAPHRAGM CALCULATIONS Printed 6/4/2019 Plan 2373-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_TESSEMA-BARKE 6/5/2019 R. Mumbower HiLine Homes Page 2 of 21 4. DESIGN CRITERIA GROUND SNOW LOAD: pg = 30-psf FLAT ROOF SNOW LOAD PER ASCE 7-10 (LIVE LOAD): Pi = 25-psf ROOF DEAD LOAD: Droot = 15-psf EXTERIOR WALL DEAD LOAD: Dwati = 15-psf INTERIOR WALL DEAD LOAD: Dwall = 10-psf SEISMIC DESIGN CATEGORY: SDC D2 BASIC WIND SPEED: 110-mph ASCE 7-10 DESIGN WIND SPEED: 140-mph WIND EXPOSURE FACTOR: C ALLOWABLE SOIL PRESSURE: 1,500-psf MATERIAL SPECIFICATIONS: Framing Material: No. 2 Hem -Fir minimum. Wood Structural Panels: APA Rated. 10d Nails Diameter: 0.148-in 8d Nails Diameter: 0.131-in Concrete Strength @ 28-days: 3,000-psi Anchor Bolts: ASTM A307 Steel CONTENTS Project Information and Criteria Page 1 Description Page 3 Specifications and Design Criteria Page 3 Engineering Calculations Page 3 LIST OF TABLES Table A. Structural Specifications and Allowable Loads Page 5 Table B. Building Data Page 9 Table C. Wind Design Criteria Page 10 Table D. Seismic Design Criteria Page 11 Table E. Wind Loads Page 12 Table F. Minimum Wind Loads Page 14 Table G. Seismic Loads Page 16 Table H. Controlling Shear Loads Page 18 Table I. Wind Shear Wall Loads Page 19 Table J. Seismic Shear Wall Loads Page 20 Table K. Roof Diaphragm Load Calculations Page 21 Revised ROOF DIAPHRAGM CALCULATIONS Printed 6/4/2019 Plan 2373-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2 JESSEMA-BARKE 6/5/2019 R. Mumbower HiLine Homes Page 3 of 21 DESCRIPTION This report provides engineering calculations and structural design specifications for HiLine Homes Plan 2373. This two-story house is 2373-sf in area plus a two -car garage. Design specifications are provided in Table A, building data are given in Table B, and wind and seismic criteria, including calculations, are included in Tables C and D, respectively. Lateral engineering calculations are provided in Tables E through K. Calculations are performed using Microsoft Excel worksheets. SPECIFICATIONS AND DESIGN CRITERIA Structural specifications and design criteria are provided in Tables A, B, C, and D as discussed in the following paragraphs. Table A. Specifications of Structural Components and Fasteners Specifications are provided for size and spacing of anchors bolts, shear wall hold-downs, shear wall sheathing and nailing, shear transfer, and roof framing. Structural specifications are identified with respect to Wall Lines, which are shown on Plan Sheet S2. Table B. Building Data The building geometrical dimensions are specified, including lengths of exterior walls, and interior partitions for the transverse and longitudinal directions. The maximum ground snow load is Pg of 30-psf. Table C. Wind Design Criteria ASCE Standard 7-10, Section 28.5, "Enclosed Simple Diaphragm Low -Rise Building" method is used for determining wind loads. Wind design criteria are based on a 110-mph basic wind speed and Building Height and Exposure Factor (A) C. Overturning moments due to wind forces are less than allowable restorative dead load moments as shown in Table G. Uplift loads for roof tributaries are calculated assuming the maximum uplift for wind Zone E or F applies to the tributary area. Table D. Seismic Design Criteria Seismic design loads are based on Site Class D soils per ASCE Standard 7-10, Section 11.4.2 and Table 20.3-1 for stiff soils. The Equivalent Lateral Force Procedure of the American Society of Civil Engineers (ASCE) Standard 7-10, Section 12.8 is used for calculating seismic forces. ENGINEERING CALCULATIONS Engineering calculations are documented in Tables E through K based on specifications in Tables B, C, and D. These tables provide the following information: Table E. Wind Loads Wind loads and overturning moments are calculated in Table E for two orthogonal directions, transverse and longitudinal. Calculated values are linked to Table H, Controlling Shear Loads to determine if wind, minimum wind, or seismic loads control design of lateral restraint. Unit uplift on the building is also calculated for both the transverse and longitudinal directions. Overturning loads due to design base winds are calculated with a link to Table G, Seismic Loads where they are compared to seismic and building restoring loads. Table F. Minimum Wind Revised ROOF DIAPHRAGM CALCULATIONS Printed 6/4/2019 Plan 2373-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_TESSEMA-BARKE 6/5/2019 R. Mumbower HiLine Homes Page 4 of 21 Minimum wind loads are provided in Table F based on horizontal pressures equal to 16-psf for zones A and C, 8-psf for zones B and D, and vertical pressures equal to zero per ASCE 7-10, Section 28.6.4. Calculations are performed for both transverse and longitudinal directions and linked to Table H for comparison to wind and seismic loads. Table G. Seismic Loads Table G provides seismic shear loads based on seismic design criteria in Table D. Calculations are based on seismic design criteria in Table D and the Lateral Force Procedure method of ASCE Standard 7-10, Section 12.8. This procedure is valid for Risk Category I or II buildings of light frame construction not exceeding three stories in height for SDC D and higher per ASCE 7- 10, Table 12.6.1. Seismic loads are calculated for transverse and longitudinal directions. Overturning moments are calculated in the table and compared to allowable restoring dead load moments. The building is stable with respect to overturning. Table H. Controlling Shear Loads Table H provides a summary of seismic shear loads. Shear load values from Tables E, F, and G are compared to determine controlling lateral forces. The controlling values are linked to Tables I and K for calculating maximum shear wall loads for wind and seismic forces, respectively. Table I. Wind Shear Loads Table H provides transverse and longitudinal loads on the building structure including wall length, applied unit shear, shear wall length, resistive unit shear, unit dead load on shear walls, and hold• down loads for the various shear wall lengths based on controlling wind shear loads from Table H. Shear wall hold-downs are calculated based on wind and dead load combinations using the allowable stress design method per ASCE Standard 7-10, Section 2.4. Table J. Seismic Shear Loads Table J provides transverse and longitudinal loads on the building structure including wall length, applied unit shear, shear wall length, resistive unit shear, unit dead load on shear walls, and hold- down loads for the various shear wall lengths based on seismic shear loads from Table H. Shear wall hold-down loads are calculated based on wind and dead load combinations using the allowable stress design method per ASCE Standard 7-10, Section 2.4. Table K. Roof Diaphragm Calculations Table H provides roof diaphragm load calculations for determining diaphragm shear for seismic loads and comparing these loads with wind and minimum wind loads from Table H. Shear wall and roof diaphragm deflections are calculated to confirm that the diaphragm is flexible as allowed by ASCE Standard 7, Section 12.3.1.1. Strength level seismic unit shear values are used to calculate deflections. Calculations are based on American Plywood Association (APA) Report T2002-17, Estimating Wood Structural Panel Diaphragm and Shear Wall Deflection, April 17, 2002. Uplift due to design base wind loads are calculated assuming that the roof experiences a maximum uplift pressure from wind zone E or Zone F. Allowable roof dead loads plus truss connections exceed uplift by an acceptable margin. Revised ROOF DIAPHRAGM CALCULATIONS Printed 6/4/2019 Plan 2373-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_TESSEMA-BARKE 6/5/2019 R. Mumbower HiLine Homes Page 5 of 21 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS THIS TABLE PROVIDES SUMMARY STRUCTURAL SPECIFICATIONS. ADDITIONAL DETAILS FOR STANDARD SPECIFICATIONS AND CALCULATION OF ALLOWABLE LOADS ARE PROVIDED AT THE END OF THIS TABLE. EXPLANATION OF WALL LINES Shear walls and structural specifications are identified with Wall Lines on plan Sheet S2. Lettered Wall Lines are generally identified from the front to the rear of the building and Numbered Wall Lines start at the left and continue to the right (STANDARD PLAN). For reversed plans, Lettered Wall Lines remain the same and the Numbered Wall Lines start at the right of the plan (REVERSED PLAN). STRUCTURAL SPECIFICATIONS FOUNDATION ANCHORING SPECIFICATIONS (Wall Line B) Maximum Applied Shear per Tables I or J (Ib) 6,144 Wall length under maximum applied shear per Tables I or J (ft) 34 Minimum number of anchor bolts when installed at 48-in o.c. minimum 2 anchors/mudsill 10 Maximum anchor bolt Load @ 48-in o.c. minimum 2 anchors per mudsill (Ib) 647 Basic allowable single shear for fastening 1.5-in Hem -Fir framing to concrete with 1/2-in dia. ASTM A307 bolts with minimum 6-in embedment = 590-Ib per NDS Table 11E. Adjustment for 10-minute wind/seismic loads = 1.6 per NDS Table 2.3.2. Allowable shear load = (1.6)(590) = 944-Ib. 944 On wall line B, ilnstall 1/2-in dia. ASTM A307 anchor bolts @ 48-in o.c., minimum 7-in embedment in concrete and maximum 12-in from end of mudsills with minimum 2 anchors per mudsill. SHEAR WALL HOLD-DOWN SPECIFICATIONS UPPER LEVEL Wall Line B - (Perforated Shear Wall Analysis) Maximum overturning tension due to wind Toad per Table I (Ib) 293 Maximum overturning tension due to seismic load per Table J (lb) 592 Maximum wind shear (V) per Table I or J (Ib) 2,389 Maximum seismic shear (V) per Table I or J (Ib) 3,399 Shear Wall Clear Height (ft) 8.0 Maximum Opening Height (ft) 4.0 Percentage of Full -Height sheathing (%) 67.0 Ratio of Maximum Opening Height to Wall Clear Height 0.50 Shear Resistance Adjustment Factor (Co) per SDPWS Table 4.3.3.4 0.85 Sum of Perforated Shear Wall Segment Lengths (ft) 27 Design Wind Shear Capacity of Wall (Ib) - 6-in o.c. 8,377 Design Seismic Shear Capacity of Wall (Ib) - 6-in o.c. 5,967 CHECK IF SHEAR CAPACITY OF PERFORATED SHEAR WAIL IS ADEQUATE YES Hold -Down Wind Tension Load, T = Vh/COELi (Ib) 833 Anchorage Force for Wind Shear, v = V/COZLi (lb/ft) 104 Hold -Down Seismic Tension Load, T = Vh/COILi (Ib) 1,185 Anchorage Force for Seismic Shear, v = V/COELi (Ib/ft) 148 Allowable tension load for Simpson CS14 Coil Strap with 16-in end length is 2,490-Ib 2,490 At both ends on of the perforated shearwall, install Simpson CS14 Coil Strap of minimum length of 50-in, centered between the two floors and nail to 2x studs with 30-10d nails on each side. Nails are not required in clear span and the strap end length should be a minimum of 16-in. LOWER LEVEL Wall Line A (Standard Garage Door Location) Maximum overturning tension due to wind Toad per Table I (Ib) 3,296 Revised ROOF DIAPHRAGM CALCULATIONS Printed 6/4/2019 Plan 2373-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2 TESSEMA BARKE 6/5/2019 R. Mumbower HiLine Homes Page 6 of 21 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Maximum overturning tension due to seismic load per Table J (Ib) 3,579 Allowable wind tension load for Simpson STHD14 Strap Ties at end location in 8-in stem wall is 4,165-Ib 4,165 Allowable seismic tension load for Simpson STHD14 Strap Ties at end location in 8-in stem wall is 3,500-Ib 3,500 Where shown on the plans, install Simpson STHD14 Strap Tie Holdowns in 2,500-psi concrete and 8-in minimum stem wall. Fasten STHD14s to 3-in framing members with 30-16d sinkers. (total of 4 STHD14s) Wall Line A (Den Front Walis - Entry) Maximum overturning tension due to wind load per Table I (Ib) 2,967 Maximum overturning tension due to seismic load per Table J (Ib) 3,250 Allowable wind tension load for Simpson STHD14 Strap Ties at corner location in 6-in stem wall is 5,150 5,150 Allowable seismic tension load for Simpson STHD14 Strap Ties at corner location in 6-in stem wall is 3,695-Ib 3,695 Where shown on the plans, install Simpson STHD14 Strap Tie Holdowns in 2,500-psi concrete Fasten STHD14s to 3-in framing members with 30-16d sinkers. (total of 4 STHD14s) Wall Line B - Perforated Shear Wall Analysis Maximum overturning tension due to wind load per Table I (Ib) 1,020 Maximum overturning tension due to seismic load per Table J (Ib) 1,162 Maximum wind shear (V) per Tables I or J (Ib). 5,082 Maximum seismic shear (V) per Tables I or J (Ib). 5,502 Shear Wall Clear Height (ft) 8.1 Maximum Opening Height (ft) 6.8 Percentage of Full -Height sheathing (%) 60.0 Ratio of Maximum Opening Height to Wall Clear Height 0.84 Shear Resistance Adjustment Factor (Co) per SDPWS Table 4.3.3.4 0.63 Sum of Perforated Shear Wall Segment Lengths (ft) 24 Design Wind Shear Capacity of Wall - 4-in edge nailing (Ib) 8,467 Design Seismic Shear Capacity of Wall - 4-in edge nailing (Ib) 6,048 CHECK IF SHEAR CAPACITY OF PERFORATED SHEAR WALL IS ADEQUATE YES Hold -Down Wind Tension Load, T = Vh/COILi (Ib) 2,723 Anchorage Force for Wind Shear, v = V/COILi (lb/ft) 336 Hold -Down Seismic Tension Load, T = Vh/COELi (Ib) 2,948 Anchorage Force for Seismic Shear, v = V/COILi (Ib/ft) 364 Total Wind Hold -Down Tension Load at Corner Ends (include upper floor loads) (Ib) 3,555 Total Seismic Hold -Down Tension Load at Corner Ends (include upper floor loads) (Ib) 4,132 Allowable Wind Tension Load for Simpson STHD14 Strap Ties at corner location in 6-in stem wall is 5,150-Ib 5,150 rNIIVIIValJIG VG151111%,-TGIIJIU11 1-Liali i ur ,..) 1111-/J1J11 ,..) 1 I ILJ I.-1, ,ni ca.IJ 1 IUJ PALI/111M iuGalmn ill) LI-111 OLGITI Wall la u 1 ,IJO 0' i,.. 3,695 Where shown on the plan, install Simpson STHD14 Strap Tie Holdowns at each corner per manufacturer's instructions as shown on the plan. Fasten to minimum 3-in framing with 30-16d sinker nails (total of 2 STHD14s). Apply 7/16-in. OSB wood structural panels to Hem -Fir framing members with 8d nails @ 4-in o.c. on panel edges, 12-in o.c. in the field, and all edges blocked. SHEAR WALL SHEATHING SPECIFICATIONS All Exterior Wall Lines (Except Wall Lines A & B - Lower Floor) Maximum resistive unit wind shear load per Table I (Ib/ft) 181 Maximum resistive unit seismic shear load per Table J (Ib/ft) 174 Basic allowable shear for wind loads = 785-lb/ft per SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC Table 4.3A for 8d nails @ 6-in o.c. on edges., 12-in o.c. in the field, & framing @ 16-in o.c. per note 2. Adjustments 0.50 for ASD and 0.93 for Hem -Fir framing. Allowable shear = (0.50)(0.93)(785) = 365-Ib/ft. 365 Revised ROOF DIAPHRAGM CALCULATIONS Printed 6/4/2019 Plan 2373-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_TESSEMA-BARKE 6/5/2019 .R. Mumbower HiLine Homes Page 7 of 21 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Basic allowable shear for seismic Toads = 560-Ib/ft per SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC Table 4.3A for 8d nails staggered @ 6-in o.c. on edges, 12-in o.c. in the field & framing @ 16-in o.c. per Note 2. Adjustments are 0.50 for ASD and 0.93 for Hem -Fir framing. Allowable shear = (0.50)(0.93)(560) = 260-1 b/ft. 260 Apply 7/16-in. OSB wood structural panels to Hem -Fir framing members with 8d nails @ 6-in o.c. per standard specification. Wall Line A (Garage Portals) & Wall Lines A & B (Lower Floor) Maximum resistive unit wind shear load per Table I (lb/ft) 424 Maximum resistive unit seismic shear load per Table J (lb/ft) 459 Basic allowable shear for wind loads = 1,205-lb/ft per SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC Table 4.3A for 8d nails staggered @ 4-in o.c. on edges, 12-in o.c. in the field, & framing @ 16-in o.c. per Note 2. Framing on panel edges is 3-in nominal. Adjustments are 0.50 for ASD and 0.93 for Hem -Fir framing. Allowable shear = (0.50)(0.93)(1,205) = 560-lb/ft. 560 Basic allowable shear for seismic Toads = 860-Ib/ft per SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC Table 4.3A for 8d nails staggered @ 4-in o.c. on edges, 12-in o.c. in the field & framing @ 16-in o.c. per Note 2. Adjustments are 0.50 for ASD and 0.93 for Hem -Fir framing. Allowable shear = (0.50)(0.93)(860) = 400-Ib/ft. 400 Apply 7/16-in. OSB wood structural panels to Hem -Fir framing members with 8d nails @ 4-in o.c. per standard specification. SHEAR TRANSFER SPECIFICATIONS UPPER LEVEL Fasten double top plates together with 10d nails @ 12-in o.c. and 6-in o.c. at splices. Overlap splices 4-ft. minimum. Fasten OSB wall sheathing between shear wall segments at same fastener spacing as on shear walls. Wall Lines 1 & 2 (Gables) Maximum applied unit wind shear per Table I (lb/ft) 64 Maximum applied unit seismic shear per Table J (lb/ft) 100 Basic allowable load for 10d common nails fastened with 1.5-in side members = 102-Ib per NDS Table 11 N. 163 Allowable load for 10d common toenails @ 12-in o.c. = (0.83)(1.6)(102) = 135-lb/ft. 135 Allowable load for 2-10d common toenails @ 16-in o.c. = (0.83)(2)(12/16)(1.6)(102) = 203-lb/ft. 203 Allowable load for seismic loads = 150-lb/ft per NDS Section 4.1.7 150 Fasten gable -end trusses to double top plates with 2-10d toenails @ 16-in o.c. or 1-10d nail @ 8-in o.c. Wall Lines A & B (Eaves) Maximum applied unit wind shear per Table I (lb) 60 Maximum applied unit seismic shear per Table J (Ib/ft) 85 See Roof Framing Specification for truss connections and blocking. Fasten per Roof Framing Specification for truss connections and blocking. 381 LOWER LEVEL All Wall Lines Fasten double top plates together with 10d nails @ 12-in o.c. and 6-in o.c. at splices. Overlap splices 4-ft. minimum. Fasten OSB wall sheathing between shear wall segments at same fastener spacing as on shear walls. Fasten OSB panels to mudsills with minimum 8d nails @ 6-in o.c. Lap bottom of Upper Level OSB panels 3/4-in. onto Main Level wall top plates and fasten with 8d nails @ 6-in o.c. per Floor -to -Floor Connection detail. Revised ROOF DIAPHRAGM CALCULATIONS Printed 6/4/2019 Plan 2373-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_TESSEMA-BARKE 6/5/2019 'R. Mumbower HiLine Homes Page 8 of 21 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS ROOF DIAPHRAGM FRAMING SPECIFICATIONS Roof Sheathing Maximum applied unit wind shearper Table I (Ib/ft) 122 Maximum applied unit seismic shear per Table J (Ib/ft 174 Basic allowable unit shear for wind/seismic loads = 645/460-Ib/ft per SDPWS Table 4.2B for 7/16-in unblocked panel diaphragms. Adjustment Factor (AF) for ASD = 0.5. Adjusted allowable unit shear = (0.50) (645/460) = 323230-Ib/ft. 323/230 Structural panels shall conform to guidelines outlined in Section 1.4.3. Thickness of panels shall be determined by snow load unless otherwise specified as follows: Maximum allowable ground snow load for 7/16-in APA Span Rated 24/16 with supports @ 24-in o.c. is 45-psf Maximum allowable ground snow Toad for 15/32-in APA Span Rated 32/16 with supports @ 24-in o.c. is 75-psf Maximum allowable ground snow load for 5/8-in APA Span Rated 40/20 with supports @ 24-in o.c. is 170-psf Maximum allowable ground snow load for 23/32-in APA Span Rated 48/24 with supports @ 24-in o.c. is 205-psf Maximum allowable ground snow load for 7/8-in APA Span Rated 60/32 with supports @ 24-in o.c. is 360-psf Beyond 70 psf ground snow Toad, use See Truss Connection below for additional requirements. Truss Blocking & Boundary Nailing Fasten 2X4 vent blocking in each truss bay with 1-10d toenail into truss, each side. Fasten roof diaphragm to blocking with 8d nails @ 6-in o.c. Truss Connections (Lateral Loads) Maximum applied unit shear per Table H (Ib/ft) 170 Truss Connections (Longitudinal Loads) Maximum applied unit shear per Tables I and J (Ib/ft) 85 Basic allowable single shear for 10d common toenails with 1.5-in thickness Hem -Fir side members = 135 Allowable load for 2-10d common toenails = (0.83)(2)(1.6)(102) = 271-lb/ft. 271 Simpson H2.5A/H1 Seismic & Hurricane Tie lateral load resistance F2 = 110/140-Ib 110/140 Simpson H2.5A/H1 Seismic & Hurricane Tie longitudinal load resistance F1 = 110/415-Ib 110/415 Allowable load for 2-10d common toenails = (2)(0.83)(1.6)(102) = 271-Ib per truss end. Allowable load for 381 Fasten truss tails to top plates with 2-10 toenails and a Simpson H2.5A or H1 Seismic & Hurricane Tie fastened to truss and top plates per manufactures instructions. (see sheet S3, Roof Framing Plan). Allowable load for Simpson RBC Clip @ 24-in o.c. = (12/24)*(380) = 190-Ib/ft. 190 Nail roof sheathing to blocking with 8d nails @ 6-in o.c. Fasten blocking to top plates with Simpson RBC clips @ 24-in o.c. - fill all nail holes. Truss Connections (Uplift Loads) Maximum net uplift on truss connection for 85 mph, Exposure C per Table K (Ib). -269 Maximum net uplift on truss connection for 95 mph, Exposure C per Table K (Ib). -476 Maximum net uplift on truss connection for 110 mph, Exposure C per Table K (Ib). 850 Allowable uplift for H2.5A/H1 Seismic & Hurricane Ties = 520/400-Ib for Hem -Fir framing. 520/400 Allowable uplift for H10 Seismic & Hurricane Ties = 850-Ib for Hern-Fir framing. 850 Fasten truss tails to top plates with H2.5A or H1 Seismic & Hurricane Ties for 85-mph wind speeds. Use H10 Ties for higher speeds. Truss Chord Splice Nailing Maximum applied chord tension load per Tables J, C = T = M/b = v2/b8 (Ib). 1,000 Allowable chord splice tension load for 10d nails @ 6-in o.c. 1,469 Fasten exterior wall top plate splices together with 10d nails @ 6-in o.c. Minimum splice length = 48-in. on the main floor and @ 6-in o.c. on the upper floor. Revised ROOF DIAPHRAGM CALCULATIONS Printed 6/4/2019 Plan 2373-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2 TESSEMA-BARKE 6/5/2019 bower HiLine Homes Page 9 of 21 TABLE B. BUILDING DATA Description Value Description Value BUILDING DIMENSIONS BUILDING INERTIAL DATA Transverse Width of Building (ft) - 1st FI. 40.0 Roof Diaphragm Dead Load (psf) 15 Longitudinal Length of Building (ft) - 1s1 FI. 40.0 Exterior Walls Dead Load (psf) 15 Transverse Width of Building (ft) - 2nd FI. 34.0 Partition Walls Dead Load (psf) 10 Longitudinal Length of Building (ft) - 2nd FI. 40.0 Roof Slope (5/12) 0.42 Length of Gable -End Roof Overhang (ft) 1.0 MEAN AND MAXIMUM BUILDING HEIGHTS Length of Eave-End Roof Overhang (ft) 1.3 Roof Height (ft) 17.2 Maximum Truss Span (ft) 34.0 Mean Height (ft) 20.7 Maximum Height (ft) 24.3 MAIN FLOOR DIMENSIONS Wall Height (ft) 8.1 CALCULATION OF LENGTH OF END ZONE, 2a Transverse Exterior Walls Length (ft) 80.0 Least horizontal Building Dimension, b (ft) 40.0 Longitudinal Exterior Walls Length (ft) 80.0 0.4 * Mean Building Height (ft) 8.29667 Total Exterior Walls Length (ft) 160.0 0.1*b (ft) 4 Total Partitions Weight (Ib) - ASCE 7-10 12.7.2 10,130 End Zone Dimension, a (ft) 4.0 Adjusted End Zone Dimension, a (ft) 4.0 UPPER FLOOR DIMENSIONS Length of End Zone, 2a (ft) 8.0 Wall Height (ft) 9.1 Transverse Exterior Walls Length (ft) 68.0 BUILDING ENCLOSED AREA Longitudinal Exterior Walls Length (ft) 80.0 Building Enclosed Area (sf) - 1st Floor 1,013.0 Total Exterior Walls Length (ft) 148.0 Building Enclosed Area (sf) - 2nd Floor 1,360.0 Total Partitions Weight (Ib) - ASCE 7-10 12.7.2 13,600 Garage Enclosed Area (sf) 479.0 TotalTotat Main Floor Area (sf) 1,492.0 UPPER FLOOR LENGTH OF END ZONE 2a Least horizontal Building Dimension, b (ft) 34.0 0.4 * Mean Building Height (ft) 8.29667 0.1*b (ft) 3.4 End Zone Dimension, a (ft) 3.4 Adjusted End Zone Dimension, a (ft) 3.4 Length of End Zone, 2a (ft) 6.8 SNOW DATA Maximum Ground Snow Load, pg (psf) Assumed 30.0 Exposure Factor, Co ASCE 7-10 Table 7-2, for Exposure C 1.0 Thermal Factor, Ct ASCE 7-10 Table 7-3, for Residences 1.2 Snow Importance Factor, Is ASCE 7-10 Table 1.5-2, for Category II 1.0 Slope Factor, Cs ASCE 7-10 Figure 7-2a 1.0 Flat Roof Snow Load, pf (psf) ASCE 7-10 Equation 7.3-1, pf = 0.7 Cs Ct Is Pq 25.2 Note: to the ridge line and longitudinal length parallel to the ridge line. Transverse Width is measured perpendicular Revised 6/4/2019 Plan 2373-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_TESSEMA-BARKE 6/5/2019 ROOF DIAPHRAGM CALCULATIONS Printed F2. Mumbower HiLine Homes Page 10 of 21 TABLE C. WIND DESIGN CRITERIA Description Value WIND DESIGN CRITERIA Basic Wind Speed Vas (mph) ASCE 7-10 Design Wind Speed (mph) Wind Exposure Category Simplified Procedure per ASCE 7-10 28.5 Exposure & Height Factor, A (ist Floor) Exposure & Height Factor, A (2nd Floor) Topographical Factor, Kn 110 140 C Yes 1.21 1.29 1.00 DESIGN WIND PRESSURES (psf) TRANSVERSE DIRECTION (CASE A) A- End Zone of Wall B - End Zone of Roof C - Interior Zone of Wall D - Interior Zone of Roof E - End Zone of Windward Roof F - End Zone of Leeward Roof G - Interior Zone of Windward Roof H - Interior Zone of Leeward Roof Eo - End Zone of Windward OVHG Roof Go - Interior Zone of Windward OVGH Roof LONGITUDINAL DIRECTION (CASE B) 40.9 -2.2 28.4 0.3 -26.9 -24.8 -19.0 -19.3 -41.9 -33.9 A - End Zone of Wall B - End Zone of Roo C - Interior Zone of Wall D - Interior Zone of Roof E - End Zone of Windward Roof F - End Zone of Leeward Roof G - Interior Zone of Windward Roof H - Interior Zone of Leeward Roof Eo - End Zone of Windward OVHG Roof Go - Interior Zone of Windward OVGH Roof 31.1 -16.1 20.6 -9.6 -37.3 -21.2 -26.0 -16.4 -52.3 -40.9 Description Value AIN FLOOR TRANSVERSE BUILDING ZONE DATA Horizontal Wind Force Loading Transverse Zones A & B Width (ft) 8.0 Transverse Zones C & D Width ( 32.0 Transverse Zones A & C Heigh Transverse Zones B & D Height (ft) 0.0 LONGITUDINAL BUILDING ZONE DATA Horizontal Wind Force Loading ongitudinal Zone A Width ( 8.0 ongitudinal Zone C Width ( ongitudinal Zone A Height (ft) ongitudinal Zone C Height (ft) 32.0 8 8 UPPER FLOOR TRANSVERSE BUILDING ZONE DATA Horizontal Wind Force Loading Transverse Zones A & B Width (ft) 6.8 Transverse Zones C & D Width (ft) 2 Transverse Zones A & C Height (ft) 9 Transverse Zones B & D Height (ft) 7. Vertical Wind Force Loading Transverse Roof Zones E & F Width (ft Transverse Roof Zones G & H Width ( Transverse Roof Zones E & F Length (ft) Transverse Roof Zones G & H Length (ft) 6.8 33.2 17.0 17.0 ONGITUDINAL BUILDING ZONE DATA Horizontal Wind Force Loading on 0 udinal Zone A Width ( udinal Zone C Width 6 27.2 ongitudinal Zone A Height Longitudinal Zone C Height (ft) Vertical Windforce Loading Lon_gitudinal Roof Zones E & F Width Longitudinal Roof Zones G & H Width 6. 27.2 Longitudinal Roof Zones E & G Length (ft) Longitudinal Roof Zones F & H Length (ft) 20.0 20.0 Note: Transverse Width is measured perpendicular to the ridge line and longitudinal length parallel to the ridge line. Revised 6/4/2019 ROOF DIAPHRAGM CALCULATIONS Printed Plan 2373-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_TESSEMA-BARKE 6/5/2019 R. Mumbower HiLine Homes Page 11 of 21 TABLE D. SEISMIC DESIGN CRITERIA Description Reference/Calculation Value SEISMIC GROUND MOTION VALUES AND SITE SPECIFICATIONS Building Risk Category ASCE Standard 7-10, Table 1-5.1 11 Seismic Importance Factor, le ASCE Standard 7-10, Table 1.5-2 1.0 Default Seismic Site Classification ASCE Standard 7-10, Table 20.3-1 D Seismic Design Category IRC Table R301.2.2.1.1 D2 Response Modification Coefficient, R ASCE Standard 7-10, Table 12.2-1 6.5 Building Period Parameter: Ct ASCE Standard 7-10, Table 12.8-2 0.02 Redundancy Factor, p ASCE Standard 7-10, Section 12.3.4.2 1.000 Site Short Period Design Acceleration, Scos (g) IRC Table R301.2.2.1.1, for SDC D2 1.184 Mapped MCE Long Period Acceleration, Smi (g) ASCE Standard 7-10, Figure 22-2 0.600 Ground Snow Load (psf) Building Department 30.0 Flat Roof Snow Load (psf) Calculation, See Table B 25.2 COMPUTATION OF DESIGN RESPONSE SPECTRUM DATA Mean Building Height, h (ft) Per Plan (Calculated in Table B) 20.7 Building Period, Ta = Cth3/4 (sec) ASCE Standard 7-10, Section 12.6.2.1 0.194 Site Long Design Period Acceleration, SD, (g) ASCE Standard 7-10, 11.4.4, Sol = 2/3Sm, 0.400 To = 0.2*So1/Sos (sec) ASCE Standard 7-10, Section 11.4.5 0.068 Ts = Spi/Sps (sec) ASCE Standard 7-10, Section 11.4.5 0.338 COMPUTATION OF SEISMIC DESIGN COEFFICIENT Seismic Design Coefficient: Cs = Sos*le/R ASCE Standard 7-10, Section 12.8.1.1 0.182 Revised ROOF DIAPHRAGM CALCULATIONS Printed 6/4/2019 Plan 2373-15 p_g 30-PSF 140 mph Exp C SDC D2_TESSEMA-BARKE 6/5/2019 R. Mumbower HiLine Homes Page 12 of 21 TABLE E. WIND LOADS Zone Wind Pressure (psf) Zone Width (ft) Zone Ht./Leng. (ft) Zone Area (sf) Zone Force (Ib) Moment Arm (ft) Moment (ft-lb) TRANSVERSE WIND LOADING UPPER LEVEL Horizontal Wind Loads Transverse Wall Zone A 40.9 6.8 9.1 6 .9 3,265 12.7 41,300 Transverse Roof Zone B 0.0 6.8 7.1 48.2 0 17.2 0 Transverse Wall Zone C 28.4 33.2 9.1 302.1 11,068 12.7 140,0 6 Transverse Roof Zone D 0.3 33.2 7.1 235.2 91 17.2 1,565 STRENGTH LEVEL UPPER LEVEL Lateral Force/Moment 7,258 1 2,882 CONVERT TO ALLOWABLE STRESS DESIGN 4,355 109,729 MAIN LEVEL Horizontal Wind Loads Transverse Wall Zone A 40.9 8.0 8.1 64.8 3,207 4.1 12,988 Transverse Roof Zone B 0.0 8.0 0.0 0.0 0 8.1 0 Transverse Wall Zone C 28.4 32.0 8.1 259.2 8,907 4.1 36,074 Transverse Roof Zone D 0.3 32.0 0.0 0.0 0 8.1 0 STRENGTH LEVEL MAIN LEVEL Lateral Force/Moment 13,224 49,062 CONVERT TO ALLOWABLE STRESS DESIGN 7,934 29,437 TOTAL STRENGTH LEVEL TRANSVERSE LATERAL FORCE/MOMENT 20,481 231,944 TOTAL ASD TRANSVERSE LATERAL FORCE/MOMENT 12,289 139,166 ROOF Vertical Wind Loads Transverse Roof Zone E -26.9 8.0 17.0 136.0 -4,427 25.5 112,880 Transverse Roof Zone F -24.8 8.0 17.0 136.0 -4,081 8.5 34,689 Transverse Roof Zone G -19.0 32.0 17.0 544.0 -12,507 25.5 318,917 Transverse Roof Zone H -19.3 32.0 17.0 544.0 -12,704 8.5 107,984 Roof Overhang Zone E -41.9 8.0 1.3 10.6 -539 34.7 18,700 Roof Overhang Zone F -24.8 8.0 1.3 10.6 -319 -0.7 -212 Roof Overhang Zone G -33.9 32.0 1.3 42.6 -1,746 34.7 60,517 Roof Overhang Zone H -19.3 32.0 1.3 42.6 -994 -0.7 -661 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -37,317 652,814 CONVERT TO ALLOWABLE STRESS DESIGN -22,390 391,688 Total Overturning Moment Due to Transverse Wind Loading (ASD) 421,126 Unit Uplift on Building (psf) -22.1 LONGITUDINAL WIND LOADING UPPER LEVEL Horizontal Wind Loads Longitudinal Wall Zone A 31.1 6.8 10.8 73.2 2,937 13.5 39,604 Longitudinal Wall Zone B 0.0 6.8 0.0 0.0 0 17.2 0 Longitudinal Wall Zone C 20.6 27.2 13.2 359.5 9,555 14.7 140,541 Longitudinal Wall Zone D 0.0 27.2 0.0 0.0 0 17.2 0 STRENGTH LEVEL UPPER LEVEL Lateral Force/Moment 7,962 180,145 CONVERT TO ALLOWABLE STRESS DESIGN 4,777 108,087 MAIN LEVEL Horizontal Wind Loads Longitudinal Wall Zone A 31.1 8.0 8.1 64.8 2,438 4.1 9,876 Longitudinal Wall Zone B 0.0 8.0 0.0 0.0 0 8.1 0 Longitudinal Wall Zone C 20.6 32.0 8.1 259.2 6,461 4.1 26,166 Longitudinal Wall Zone D 0.0 32.0 0.0 0.0 0 8.1 0 STRENGTH LEVEL MAIN LEVEL Lateral Force/Moment 8,980 36,042 CONVERT TO ALLOWABLE STRESS DESIGN 5,388 21,625 TOTAL STRENGTH LEVEL LONGITUDINAL LATERAL FORCE/MOMENT 16,941 216,187 Revised ROOF DIAPHRAGM CALCULATIONS Printed 6/4/2019 Plan 2373-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_TESSEMA-BARKE 6/5/2019 R. Mumbower HiLine Homes Page 13 of 21 TOTAL ASD LONGITUDINAL LATERAL FORCE/MOMENT 10,165 129,712 ROOF Vertical Wind Loads Longitudinal Roof Zone E -37.3 8.0 20.0 160.0 -7,221 30 216,638 Longitudinal Roof Zone F -21.2 8.0 20.0 160.0 -4,104 10 41,043 Longitudinal Roof Zone G -26.0 32.0 20.0 640.0 -20,134 30 604,032 Longitudinal Roof Zone H -16.4 32.0 20.0 640.0 -12,700 10 127,002 Roof Overhang Zone E -52.3 8.0 1.0 8.0 -506 40.5 20,504 Roof Overhang Zone F -21.2 8.0 1.0 8.0 -205 -0.5 103 Roof Overhang Zone G -40.9 32.0 1.0 32.0 -1,584 40.5 64,138 Roof Overhang Zone H -16.4 32.0 1.0 32.0 -635 -0.5 -318 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -47,090 1,073,142 CONVERT TO ALLOWABLE STRESS DESIGN -28,254 643,885 Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 665,510 Unit Uplift on Building (psf) -27.9 Note: (+) and (-) signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard 7-10. Revised ROOF DIAPHRAGM CALCULATIONS Printed 6/4/2019 Plan 2373-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_TESSEMA-BARKE 6/5/2019 R. Mumbower HiLine Homes Page 14 of 21 TABLE F. MINIMUM WIND LOADS Zone Wind Pressure (psf) Zone Width (ft) Zone Ht./Leng. (ft) Zone Area (sf) Zone Force (lb) Moment Arm (ft) Moment (ft-lb) TRANSVERSE WIND LOADING UPPER LEVEL Horizontal Wind Loads Transverse Wall Zone A 16.0 6.8 9.1 61.9 990 12.7 12,525 Transverse Roof Zone B 8.0 6.8 7.1 48.2 385 17.2 6,628 Transverse Wall Zone C 16.0 33.2 9.1 302.1 4,834 12.7 61,149 Transverse Roof Zone D 8.0 33.2 7.1 235.2 1,881 17.2 32,359 STRENGTH LEVEL UPPER LEVEL Lateral Force/Moment 5,179 112,660 CONVERT TO ALLOWABLE STRESS DESIGN 3,107 67,596 MAIN LEVEL Horizontal Wind Loads Transverse Wall Zone A 16.0 8.0 8.1 64.8 1,037 4.1 4,199 Transverse Roof Zone B 8.0 8.0 0.0 0.0 0 8.1 0 Transverse Wall Zone C 16.0 32.0 8.1 259.2 4,147 4.1 16,796 Transverse Roof Zone D 8.0 32.0 0.0 0.0 0 8.1 0 STRENGTH LEVEL MAIN LEVEL Lateral Force/Moment 5,504 20,995 CONVERT TO ALLOWABLE STRESS DESIGN 3,302 12,597 TOTAL ASD TRANSVERSE LATERAL FORCE/MOMENT 6,410 80,193 ROOF Vertical Wind Loads Transverse Roof Zone E 0.0 8.0 17.0 136.0 0 25.5 0 Transverse Roof Zone F 0.0 8.0 17.0 136.0 0 8.5 0 Transverse Roof Zone G 0.0 32.0 17.0 544.0 0 25.5 0 Transverse Roof Zone H 0.0 32.0 17.0 544.0 0 8.5 0 Roof Overhang Zone E 0.0 8.0 1.3 10.6 0 34,7 0 Roof Overhang Zone F 0.0 8.0 1.3 10.6 0 -0.7 0 Roof Overhang Zone G 0.0 32.0 1.3 42.6 0 34.7 0 Roof Overhang Zone H 0.0 32.0 1.3 42.6 0 -0.7 0 STRENGTH LEVEL Uplift Force and Overturning Moment on Building 0 0 CONVERT TO ALLOWABLE STRESS DESIGN 0 0 Total Overturning Moment Due to Transverse Wind Loading (ASD) 12,597 Unit Uplift on Building (psf) 0.0 LONGITUDINAL WIND LOADING UPPER LEVEL Horizontal Wind Loads Longitudinal Wall Zone A 16.0 6.8 10.8 73.2 1,171 13.5 15,795 Longitudinal Wall Zone B 8.0 6.8 0.0 0.0 0 17.2 0 Longitudinal Wall Zone C 16.0 27.2 13.2 359.5 5,753 14.7 84,619 Longitudinal Wall Zone D 8.0 27.2 0.0 0.0 0 17.2 0 STRENGTH LEVEL UPPER LEVEL Lateral Force/Moment 4,449 100,413 CONVERT TO ALLOWABLE STRESS DESIGN 2,669 60,248 MAIN LEVEL Horizontal Wind Loads Longitudinal Wall Zone A 16.0 8.0 8.1 64.8 1,037 4.1 4,199 Longitudinal Wall Zone B 8.0 8.0 0.0 0.0 0 8.1 0 Longitudinal Wall Zone C 16.0 32.0 8.1 259.2 4,147 4.1 16,796 Longitudinal Wall Zone D 8.0 32.0 0.0 0.0 0 8.1 0 STRENGTH LEVEL UPPER LEVEL Lateral Force/Moment 5,067 20,995 CONVERT TO ALLOWABLE STRESS DESIGN 3,040 12,597 TOTAL ASD LONGITUDINAL LATERAL FORCE/MOMENT 5,710 72,845 ROOF Vertical Wind Loads Revised ROOF DIAPHRAGM CALCULATIONS Printed 6/4/2019 Plan 2373-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_TESSEMA-BARKE 6/5/2019 R. Mumbower HiLine Homes Page 15 of 21 Longitudinal Roof Zone E 0.0 8.0 20.0 160.0 0 30 0 Longitudinal Roof Zone F 0.0 8.0 20.0 160.0 0 10 Longitudinal Roof Zone G 0.0 32.0 20.0 640.0 0 30 Longitudinal Roof Zone H 0.0 32.0 20.0 640.0 0 10 0 Roof Overhang Zone E 0.0 8.0 1.0 8.0 0 40.5 0 Roof Overhang Zone F 0.0 8.0 1.0 8.0 0 -0.5 0 Roof Overhang Zone G 0.0 32.0 1.0 32.0 0 40.5 0 Roof Overhang Zone H 0.0 32.0 1.0 32.0 0 -0.5 STRENGTH LEVEL Uplift Force and Overturning Moment on Building 0 0 CONVERT TO ALLOWABLE STRESS DESIGN 0 Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 12,597 Unit Uplift on Building (psf) 0.0 Note: (+) and (-) signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard 7-10. Revised ROOF DIAPHRAGM CALCULATIONS Printed 6/4/2019 Plan 2373-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_TESSEMA-BARKE 6/5/2019 R. Mumbower HiLine Homes Page 16 of 21 TABLE G. SEISMIC LOADS SEISMIC SHEAR LOADS Building Component Load (psf) Height/Wid th (ft) Length (ft) Area (sf Seismic Weight (Ib) UPPER LEVEL SEISMIC LOADS Roof Diaphragm & Ceiling 15.0 1,360 20,400 20% of Flat Roof Snow Load > 30-psf 0.0 1,360 0 One -Half Exterior Walls 15.0 148.0 9.1 1,347 10,101 One -Half Partitions 10.0 1,360 6,800 Upper Level Dead Load for Restoring Moment (lb-ft) 54,202 Roof Diaphragm Tributary Dead Load (Ib) 37,301 MAIN LEVEL SEISMIC LOADS Upper Level Floor Diaphragm 10.0 1,492 14,920 One -Half Exterior Walls 15.0 160.0 8.1 1,296 9,720 One -Half Partitions 10.0 1,492 7,460 Main Level Dead Load for Restoring Moment (lb-ft) 49,280 Main Floor Diaphragm Tributary Dead Load (Ib) 49,001 TOTAL DEAD LOAD FOR ENTIRE BUILDING (Ib) 103,482 TOTAL TRIBUTARY SEISMIC LOAD FOR ENTIRE BUILDING (Ib) 86,302 TOTAL BASE SHEAR FOR BUILDING (Ib) 15,720 VERTICAL DISTRIBUTION OF SEISMIC FORCES Story wx h, wxhx wxhx/Iwxhx Fx (SL) Fx (ASD) Roof - R 37,301 17.2 641,577 0.62 9,712 6,798 2nd Floor 49,001 8.1 396,908 0.38 6,008 4,206 1st Floor 0 SUM 86,302 1,038,485 1.00 15,720 11,004 OVERTURNING ANALYSIS DUE TO TRANSVERSE LOADS Building Component Force (Ib) Dist. (ft) Moment (ft-lb) Roof Diaphragm & Ceiling 4,588 17.2 78,914 Upper Level Floor Diaphragm 11,004 8.1 89,134 Total Dead Load 54,202 17.0 921,434 Total Moment Due to Transverse Seismic Forces 168,047 Total Moment Due to Transverse Wind Forces 421,126 Total Overturning Moment in Transverse Loading 421,126 Total Restoring Moment in Transverse Loading 921,434 6/10 of Total Restoring Moment in Transverse Loading 552,860 OVERTURNING STABILITY YES OVERTURNING ANALYSIS DUE TO LONGITUDINAL LOADS Building Component Force (Ib) Dist. (ft) Moment {ft-Ib) Revised ROOF DIAPHRAGM CALCULATIONS Printed 6/4/2019 Plan 2373-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_TESSEMA-BARKE 6/5/2019 R. Mumbower HiLine Homes Page 17 of 21 Roof Diaphragm & Ceiling 4,588 17.2 78,914 Upper Level Floor Diaphragm 11,004 8,1 89,134 Total Dead Load 54,202 20.0 1,084,040 Total Moment Due to Longitudinal Seismic Forces 168,047 Total Moment Due to Longitudinal Wind Forces 665,510 Total Restoring Moment in Longitudinal Loading 665,510 Total Restoring Moment in Longitudinal Loading 1,084,040 6/10 of Total Restoring Moment in Longitudinal Loading 650,424 OVERTURNING STABILITY NO Revised ROOF DIAPHRAGM CALCULATIONS Printed 6/4/2019 Plan 2373-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_TESSEMA-BARKE 6/5/2019 R. Mumbower HiLine Homes Page 18 of 21 TABLE H. CONTROLLING SHEAR LOADS House Floor Level Main Floor Level Second Floor Level Type Load Transverse Longitudinal Transverse Longitudinal ASD Wind Load (Ib) 12,289 10,165 4,355 4,777 ASD Minimum Wind Load (Ib) 6,410 5,710 3,107 2,669 ASD Controlling Wind Load (Ib) 12,289 10,165 4,355 4,777 ASD Seismic Diaphragm Load (Ib) 11,004 11,004 6,798 6,798 Nature of Controlling Load WIND SEISMIC SEISMIC SEISMIC ASD Maximum wind/seismic load (Ib) 12,289 11,004 6,798 6,798 NOTE: ASD = ALLOWABLE STRESS DESIGN Revised ROOF DIAPHRAGM CALCULATIONS Printed 6/4/2019 Plan 2373-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2 TESSEMA BARKS 6/5/2019 R. Mumbower HiLine Homes Page 19 of 21 TABLE I. WIND SHEAR WALL LOADS TRANSVERSE LOADS Floor Level Main Floor Level Upper Floor Level Wall Identification 1 2 Check 1 2 Check Wall Type OSB OSB Total OSB OSB Total Tributary Load Distance (ft) 20.0 20.0 40.0 20.0 20.0 40.0 Tributary Load Fraction 0.500 0.500 1.000 0.500 0.500 1.0 Applied Shear (Ib) 6,144 6,144 12,289 2,177 2,177 4,355 Wall Length (ft) 40.0 34.0 34.0 34.0 . Applied Unit Shear (Ib/ft) 154 181 64 64 Shear Wall Length (ft) 40.0 34.0 34.0 29.5 Resistive Unit Shear (Ib/ft) 154 181 64 74 Shear Wall Height (ft) 8.1 8.1 8.0 8.0 Unit DL on Wall (Ib/ft) 270 270 150 150 0.60*[Unit DL on Wall] (Ib/ft) 162 162 90 90 Max. Hold -Down 14.0-ft SW (Ib) -40 Max. Hold -Down 15.5-ft SW (Ib) -107 Max. Hold -Down 18-ft SW (Ib) -214 Max. Hold -Down 22.0-ft SW (Ib) -538 Max. Hold -Down 34.0-ft SW (Ib) -1,290 -1,018 LONGITUDINAL LOADS Floor Level Main Floor Level Second Level Wall Identification A B A(*) Check A B Check Wall Type OSB OSB Total OSB OSB Total Tributary Load Distance (ft) 20.0 20.0 40.0 17.0 17.0 34.0 Tributary Load Fraction 0.500 0.500 1.000 0.500 0.500 1.0 Applied Shear (lb) 5,082 5,082 10,165 2,389 2,389 4,777 Wall Length (ft) 40.0 40.0 40.0 40.0 Applied Unit Shear (lb/ft) 127 127 60 60 Shear Wall Length (ft) 12.0 24.0 19.5 27.0 Resistive Unit Shear (lb/ft) 424 212 122 88 Shear Wall Height (ft) 8.1 8.1 8.0 8.0 Unit Wall DL (Ib/ft) 515 515 150 395 395 0.6*[Unit DL on Wall] (lb/ft) 309 309 90 237 237 Max. Hold -Down 3.0-ft SW (Ib) 2,967 3,296 Max. Hold -Down 3.5-ft SW (Ib) 293 Max. Hold -Down 4.5-ft SW (Ib) 1,020 175 Max. Hold -Down 5.0-ft SW (Ib) 943 Max. Hold -Down 6.5-ft SW (lb) -62 Max. Hold -Down 7.0-ft SW (Ib) 151 Max. Hold -Down 9.5-ft SW (Ib) 248 Max. Hold -Down 12.5-ft SW (Ib) -501 -773 (*) Accounts for different dead loads. Revised ROOF DIAPHRAGM CALCULATIONS Printed 6/4/2019 Plan 2373-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_TESSEMA-BARKE 6/5/2019 R. Mumbower HiLine Homes Page 20 of 21 TABLE J. SEISMIC SHEAR WALL LOADS TRANSVERSE LOADS Floor Level Main Floor Level Upper Floor Level Wall Identification 1 2 Check 1 2 Check Wall Type OSB OSB Total OSB OSB Total Tributary Load Distance (ft) 20.0 20.0 40.0 20.0 20.0 40.0 Tributary Load Fraction 0.500 0.500 1.000 0.500 0.500 1.0 Applied Shear (Ib) 5,502 5,502 11,004 3,399 3,399 6,798 Wall Length (ft) 40.0 34.0 34.0 34.0 Applied Unit Shear (lb/ft) 138 162 100 100 Shear Wall Length (ft) 40.0 34.0 34.0 29.5 Resistive Unit Shear (Ib/ft) 138 162 100 115 Shear Wall Height (ft) 8.1 8.1 8.0 8.0 Unit DL on Wall (lb/ft) 270 270 150 150 0.60*[Unit DL on Wall] (lb/ft) 162 162 90 90 Max. Hold -Down 14.0-ft SW (Ib) 292 Max. Hold -Down 15.5-ft SW (Ib) 224 Max. Hold -Down 18-ft SW (Ib) -344 Max. Hold -Down 22.0-ft SW (Ib) -668 Max. Hold -Down 34.0-ft SW (Ib) -1,443 -730 LONGITUDINAL LOADS Floor Level Main Floor Level Second Level Wall Identification A B A(*) Check A B Check Wall Type OSB OSB Total OSB OSB Total Tributary Load Distance (ft) 20.0 20.0 40.0 17.0 17.0 34.0 Tributary Load Fraction 0.500 0.500 1.000 0.500 0.500 1.0 Applied Shear (Ib) 5,502 5,502 11,004 3,399 3,399 6,798 Wall Length (ft) 40.0 40.0 40.0 40.0 Applied Unit Shear (Ib/ft) 138 138 85 85 Shear Wall Length (ft) 12.0 24.0 19.5 27.0 Resistive Unit Shear (Ib/ft) 459 229 174 126 Shear Wall Height (ft) 8.1 8.1 8.0 8.0 Unit Wall DL (Ib/ft) 515 515 150 395 395 0.6*(Unit DL on Wall] (Ib/ft) 309 309 90 237 237J Max. Hold -Down 3.0-ft SW (Ib) 3,250 3,579 Max. Hold -Down 3.5-ft SW (Ib) 592 Max. Hold -Down 4.5-ft SW (Ib) 1,162 474 Max. Hold -Down 5.0-ft SW (Ib) 1,085 Max. Hold -Down 6.5-ft SW (Ib) 237 Max. Hold -Down 7.0-ft SW (Ib) 565 Max. Hold -Down 9.5-ft SW (Ib) 389 Max. Hold -Down 12.5-ft SW (Ib) -87 -474 (*) Accounts for different dead loads. Revised ROOF DIAPHRAGM CALCULATIONS Printed 6/4/2019 Plan 2373-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_TESSEMA-BARKE 6/5/2019 R. Mumbower HiLine Homes Page 21 of 21 TABLE K. ROOF DIAPHRAGM CALCULATIONS DIAPHRAGM CHORD SPLICE & STRESS CALCULATIONS Maximum Transverse Shear Load (lb) Calculation V = 6,798 Diaphragm Span (ft) Design Drawings b = 34 Diaphragm Length (ft) Design Drawings L = 40.0 Diaphragm Unit Shear (Ib/ft) Calculation w = V/Length = 170 Diaphragm Maximum Moment (ft-Ib) Calculation M = wL2/8 = 33,992 Diaphragm Chord Force (Ib) Calculation C = T = M/b = 1,000 Allowable Nail Load (lb) NDS Table 11 N H-F & 10d Common 102 Adjustment For Wind/Seismic Loads NDS Table 2.3.2 10-minute loads 1.6 Adjusted Allowable Nail Load (Ib) Calculation F = 1.6FNait 163.2 Minimum Number of Nails Required At Splices Calculation NN.min = C/FA 6.1 Maximum Nail Spacing at Splices (in) Design Drawings S = 6.0 Minimum Splice Length (in) Calculation Lspiice = SNN-Min 30.8 Design Splice Length (in) Design Drawings Design Specification 48.0 Allowable Diaphragm Chord Force (Ib) Calculation 10d @ 6-in o.c. 1,469 Cross Sectional Area of Shear Wall Chords (in2) Design Drawings Achord = 2(1.5)(5.5) = 16.5 Axial Chord Stess (psi) Calculation Fcit = C/A = T/A 61 Allowable Parallel Compressive Stress (psi) WWPA Table 1 No. 2 Hem -Fir 1,250 Allowable Parallel Tensile Stress (psi) WWPA Table 1 No. 2 Hem -Fir 500 ROOF UPLIFT CALCULATIONS Roof Truss Span, b (ft) Design Drawings 34.0 Tributary Area to Truss Connection (sf) Trusses @ 24-in o.c. A = 2b 2 = b 34.0 Maximum Wind Uplift Pressure, 85 mph, C (psf) Calculated [0.5*(0.6*(23.1+16.0)] x 1.21 -14.2 Maximum Wind Uplift Pressure, 95 mph, C (psf) Calculated [0.5*0.6*(27.4+19.1)] x 1.21 -16.9 Maximum Wind Uplift Pressure, 110 mph, C (psf) Calculated [0.5*0.6*(37.3+26.0)] x 1.21 -23.0 Maximum Wind Uplift Load At Connection (Ib) 85 mph, Exp. C Fup = PA -481 Maximum Wind Uplift Load At Connection (lb) 95 mph, Exp. C Fup = pA -575 Maximum Wind Uplift Load At Connection (Ib) 110 mph, Exp. C Fup = pA -782 Roof Unit Dead Load, wth (psf) Design Criteria 15.0 Roof Dead Load to Truss Connection (Ib) FDL =0.6 wdiA 306 Net Load to Truss Connection (lb) 85 mph, Exp. C FNet = Fup + FDL -175 Net Load to Truss Connection (Ib) 95 mph, Exp. C FNet = FUp + FDL -269 Net Load to Truss Connection (Ib) 110 mph, Exp. C Net = FUp + FDL -476 Allowable Uplift for Simpson H10 Clip (Ib) SPF/Hem-Fir with 160% Increase 850 Allowable Uplift For Simpson H2.5A Clip (Ib) SPF/Hem-Fir with 160% Increase 535 Allowable Uplift For Simpson H1 Clip (Ib) SPF/Hem-Fir with 160% Increase 400 Revised ROOF DIAPHRAGM CALCULATIONS Printed 6/4/2019 Plan 2373-15 p_g 30-PSF V_ult 140 mph Exp C SDC D2_TESSEMA-BARKE 6/5/2019 Revised: Tuesday, June 04,3O19 Printed: Wednesday, June 05, 2019 JOB NUMBER: PLAN NUMBER: 1001-1698 2373 Rayna K4umbmmer,EIT HiUneHomea 1138@62ndAve E Puyallup, WA 98373 This letter addresses the project at T0D,Tukwila, WA 98188.|have reviewed the footing specifications detailed in the submitted plans and determined that they are adequate. Below are the calculations relative to the foundation footing size underneath the load bearing walls. DESIGN DATA FOUNDATION DATA Ground Snow Load Roof Live Load Roof Dead Load Wall Dead Load Floor Live Load Floor Dead Load Truss Tail Projection Allowable Soil Pressure 300 pd 25.2 psf 15.0 psf 15.0 psf 40.0 psf lUD psf 1.33 ft 1,500 psf Stem Wall Height Stem Wall Width Footing Neigh Footing Width Footing Footprint Area Concrete Volume per Foot Foundation Weight per Foot ROOFLOADS UPPER FLOOR LOADS Maximum Truss Span Tributary Length onWall Live Load onTop ofWall Dead Load onTop ofWall Total Roof Load 34.0 ft 18.3 pK 461.9 plf 275.0 plf Wall Height Wall Load Tributary Floor Length Floor Live Load Floor Dead Load Total Upper Floor Load @.0 ft 12O [lf 9.0 ft 360.0 p|f 90.0 p|f 570.0 pif MAIN FLOOR LOADS CHECK FOR FOOTING ADEQUACY Wall Height Wall Load Tributary Floor Length Floor Live Load Floor Dead Load Total Main Floor Load 8 ft Total Weight on Soil 120 pK Actual Soil Pressure G ft %4O p|f 60 p|f 420 pif !FOmOO»vG= Please feel free tocontact me if you have any questions. Thank you for your consideration, RaynaKxumbmwer,EIT ACCEPTABLE Project: TESSEMA-BARKE RESIDENCE PLAN 1001-1698 Location: 4X8 D.F.#2 2ND FLOOR HEADERS - TYPICAL Multi -Span Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 5.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 28.9% Controlling Factor: Moment Location: 4X10 D.F.#2 2ND FLOOR HEADERS - TYPICAL Multi -Span Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 6.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 34.3% Controlling Factor: Moment Location: 4X12 D.F.#2 GARAGE HEADER Multi -Span Roof Beam [2015 International Building Code(2015 NDS)] 3.51N x 11.25 IN x 16.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 116.6% Controlling Factor: Moment Location: 2X6 H.F.#2 GABLE END HEADERS - TYPICAL Multi -Span Roof Beam [2015 International Building Code(2015 NDS)] 1.5 IN x 5.5 IN x 6.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 26.9% Controlling Factor: Moment Location: 4X10 D.F.#2 FRONT PORCH BEAMS Multi -Span Roof Beam [2015 International Building Code(2015 NDS)] 3.5IN x 9.25 IN x 12,0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 78.2% Controlling Factor: Moment Location: 3-1/2X13-1/2 GLB BACK PORCH BEAMS Multi -Span Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 13.5 IN x 18,0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 24.5% controlling Factor: Deflection Location: 3-1/2X7-1/2 GLB 1ST FLOOR HEADERS - TYPICAL Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 3.51N x 7.5IN x 6.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 6.7% Controlling Factor: Deflection Rayna Mumbower, EIT Hiline Homes 11306 62nd Ave E Puyallup, WA 98373 StruCalc Version 10.0.1.6 6/4/2019 11:27:38 AM Location: 4X10 D.F.#2 1ST FLOOR HEADERS - TYPICAL Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.5 IN x 4.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 87.3% Controlling Factor: Shear Location: 4X10 D.F.#2 1ST FLOOR FRONT ENTRY HEADER Multi -Span Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 3.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 60.0% Controlling Factor: Shear Location: 5-1/2X24 GLB 1ST FLOOR GARAGE BEAM Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 5.5 IN x 24.0 IN x 22.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 13.7% Controlling Factor: Deflection Location: 1-3/4X11-7/8 1.55E TS LSL STAIRCASE BEAM Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 1.75 IN x 11.875 IN x 8.0 FT 1.55E Timberstrand LSL - iLevel Trus Joist Section Adequate By: 340.2% Controlling Factor: Moment JUN 0 7 2019 Page of Project: TESSEMA-BARKE RESIDENCE PLAN 1001-1698 Location: 4X8 D.F.#2 2ND FLOOR HEADERS - TYPICAL Multi -Span Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 5.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 28.9% Controlling Factor: Moment Rayna Mumbower, EIT Hiline Homes 11306 62nd Ave E Puyallup, WA 98373 StruCalc Version 10.0.1.6 6/4/2019 11:27:38 AM page PEFLECTIONS Center Live Load 0.04 IN LJ1380 Dead Load 0.02 in Total Load 0,07 IN U889 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: LJ240 REACTIONS Live Load 1375 lb 1375 lb Dead Load 758 Ib 758 Ib Total Load 2133 Ib 2133 Ib Bearing Length 0.98 in 0.98 in BEAM DATA Center Span Length 5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 5 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp.-1- to Grain: flase Values Fb = 900 psi Cd=1.15CF=1.30 Fv = 180 psi Cd=1.15 E = 1600 ksi Fc - = 625 psi Adjusted Fb" = 1346 psi = 207 psi E' = 1600 ksi Fc = 625 psi Controlling Moment: 2666 ft-lb 2.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2133 Ib At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: aegA Provided 23.78 in3 30.66 in3 15.46 in2 25.38 in2 29.99 in4 111.15 in4 2666 ft-Ib 3438 ft-Ib -2133 lb 3502 lb OADING DIAG I Ji ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width Side One Roof Tributary Width Side Two Wall Load Center RLL = 30 psf RDL = 15 psf TVV1 = 17 ft TW2 = 1.3 ft WALL = 0 plf BEAM LOADING Total Live Load Total Dead Load (Adjusted for Roof Pitch) Beam Self Weight Total Load Center 550 plf 298 plf 6 pif 853 pif VOTE LOADING DIAGRAM VMD DIAGRAM 3000— 1500� Shear (Ibs) 21331bs@0ft -1500� -3000 -21331bs@5ft 3000 1500 Moment (ft•Ib) 2666 ft4bs @ 2 ft +�....,.. _ -1500 -3000 -0.07 -0.03 Deflection (in) 0 0.03 0.07- 0.0673n@2.$ft k+,:: ;:.d�'�' ,+{r -�. e. ;.•:_" �'. a"..`4Y., fin�._`A :`�-.:�� ?.X „.'�'- n :�",''-�.. �. d`�$�:"x'�>; x.'',+'�a.��, .'�t'�"%:�"�s>�.a'��_:c s,.,�"?€?�'x �.�+�. ,.... 5ft El- Project: TESSEMA-BARKE RESIDENCE PLAN 1001-1698 Location: 4X10 D.F.#2 2ND FLOOR HEADERS - TYPICAL Multi -Span Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 6.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 34.3% Controlling Factor: Moment Rayna Mumbower, EIT Hiline Homes 11306 62nd Ave E Puyallup, WA 98373 StruCalc Version 10.0.1.6 6/4/2019 11:27:38 AM page //of PEFLECTIONS Center Live Load 0.04 IN U1659 Dead Load 0.02 in Total Load 0.07 IN L/1067 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: 1J240 REACTIONS A Live Load 1650 Ib 1650 Ib Dead Load 915 Ib 915 Ib Total Load 2565 Ib 2565 Ib Bearing Length 1.17 in 1.17 in BEAM DATA Center Span Length 6 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 6 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. to Grain: Base Values Fb = 900 psi Cd=1.15 CF=1.20 Fv = 180 psi Cd=1.15 E = 1600 ksi Fc - = 625 psi Adjusted Fb' = 1242 psi Fv' = 207 psi E" = 1600 ksi Fc - -12= 625 psi Controlling Moment: 3847 ft-lb 3.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2564 Ib At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Reo'd Provided 37.16 in3 49.91 in3 18.58 in2 32.38 in2 51.92 in4 230.84 in4 3847 ft-lb 5166 ft-lb -2564 lb 4468 lb LOADING DIAGRAM 6 ft ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width Side One Roof Tributary Width Side Two Wall Load RLL = RDL = TW1 TVV2 = WALL = Center 30 psf 15 psf 17 ft 1.3 ft 0 plf BEAM LOADING Total Live Load Total Dead Load (Adjusted for Roof Pitch) Beam Self Weight Total Load Center 550 plf 298 plf 7 plf 855 plf tIOTES LOADING DIAGRAM Eft VMD DIAGRAM 3000... 1500•� Shear (Ibs) 0 2564 Ibs @ o ft -1500 -3000 gppp 2000 Moment (ft-lb) -2564 Ibs @ 6 ft 3847 ft-Ibs 3 ft -2000 -4000 -0.07 -0.03 Deflection (in) 0 0.03 0.07 �I� 0.067in�Q3ft 4 x•saA Gw.. .a+3'e d Y h=.u+§*'af .{ .:k3i.: �:x..y+k�:.*''+`t'} .''.. ..+. .. 6ft -- Project: TESSEMA-BARKE RESIDENCE PLAN 1001-1698 Location: 4X12 D.F.#2 GARAGE HEADER Multi -Span Roof Beam [2015 International Building Code(2015 NDS)J 3.5 IN x 11.25 IN x 16,0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 116.6% Controlling Factor: Moment Rayna Mumbower, EIT Hiline Homes 11306 62nd Ave E Puyallup, WA 98373 StruCalc Version 10.0.1.6 6/4/2019 11:27:38 AM Page /of DEFLECTIONS Center Live Load 0.13 IN U1442 Dead Load 0.09 in Total Load 0.22 IN U856 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A 480 Ib 480 Ib 328 Ib 328 Ib 808 lb 808 Ib 0.37 in 0.37 in —BEAM DATA Center Span Length 16 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 16 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 Notch Depth 0.00 2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Base Values Adjusted Fb = 900 psi Fb= 1139 psi Cd=1.15 CF=1.10 Fv = 180 psi Fv' = 207 psi Cd=1.15 E = 1600 ksi E' = 1600 ksi Fc - -1-= 625 psi Fc - = 625 psi Controlling Moment: 3233 ft-Ib 8.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 808 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Eget Provided 34,08 in3 73.83 in3 5.86 in2 39.38 in2 116.37 in4 415.28 in4 3233 ft-lb 7004 ft-lb 808 lb 5434 lb LOADING DIAGRAM 16ft ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width Side One Roof Tributary Width Side Two Wall Load Center RLL = 30 psf RDL = 15 psf TW1 = 1 ft TW2 = 1 ft WALL = 0 plf BEAM LOADING Center Total Live Load 60 plf Total Dead Load (Adjusted for Roof Pitch) 33 plf Beam Self Weight 9 plf Total Load 101 plf N OTES LOADING DIAGRAM 16ft YMD DIAGRAM 900.*. 450 Shear (Ibs) 608 Ibs 0 ft 0 -450 -900 4000 2000 Moment (ft-lb) -808Ibs@16ft 3233 ft-Ibs @ 8 ft 0 -2000 - -4000 - -0.3 -0.15 Deflection (In) 0 0.15 0.3 0.224in@8fi ..�...,e?e z'„ 16ft Project: TESSEMA-BARKE RESIDENCE PLAN 1001-1698 Location: 2X6 H.F.#2 GABLE END HEADERS - TYPICAL Multi -Span Roof Beam [2015 International Building Code(2015 NDS)] 1.5 IN x 5.5 IN x 6.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 26.9% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.10 IN U742 Dead Load 0.05 in Total Load 0.15 IN U476 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 FACTIONS 6 Live Load 270 Ib 270 Ib Dead Load 151 Ib 151 Ib Total Load 421 Ib 421 Ib Bearing Length 0.69 in 0.69 in --)3EAM DATA Center Span Length 6 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 6 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 Notch Depth 0.00 # - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Base Values Fb = 850 psi Cd=1.15 CF=1.30 Fv = 150 psi Cd=1.15 E = 1300 ksi Fc = 405 psi Adjusted Fb= 1271 psi FN.(' = 173 psi E' = 1300 ksi Fc - = 405 psi Controlling Moment: 631 ft-lb 3.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 421 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: ROA 5.96 in3 3.66 in2 10.49 in4 631 ft-Ib 421 Ib Provided 7.56 in3 8.25 in2 20.8 in4 801 ft-lb 949 Ib Rayna Mumbower, EIT Hiline Homes 11306 62nd Ave E Puyallup, WA 98373 StruCalc Version 10.0.1.6 6/4/2019 11:27:39 AM page /of EgPF LOADING Roof Live Load Roof Dead Load Roof Tributary Width Side One Roof Tributary Width Side Two Wall Load Center RLL = 30 psf RDL = 15 psf T1N1 = 2 ft TVV2 = 1 ft WALL = 0 plf BEAM LOADING Total Live Load Total Dead Load (Adjusted for Roof Pitch) Beam Self Weight Total Load Center 90 plf 49 plf 2 plf 140 plf NOTES LOADING DIAGRAM x- < § , . :,- A 6 ft VMD DIAGRAM 500... 250.. Shear (Ibs) 421 Ibs @ 0 ft -250 rn -500..E 700 350 Moment (ft-lb) r.. -421Ibs@6ft 631 ft-ibs c 3 ft �•+..,,_. 0 -350 -700 -0.2 -0.1 Deflection (in) 0.1 0.2 r.rr.r. 0.151in@3tt , .. ..^ sr,. t't .,,{ k f, :"..M`�} lh,r �`k�k.:`.°: k it �' t•}-y` 4� „�`:dG j ;^L� .:J� e§,L..�t... .: "! , , 1�'$"g .M� rP�.:35= i 4::.', "%m is ". �k. `�. t`M t.� 4M"k.":. .,'}"°' ..,. .. '=tC X n. 6ft Project: TESSEMA-BARKE RESIDENCE PLAN 1001-1698 Location: 4X10 D.F.#2 FRONT PORCH BEAMS Multi -Span Roof Beam [2015 International Building Code(2015 NOS)] 3.5 IN x 9.25 IN x 12.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 78.2% Controlling Factor: Moment Rayna Mumbower, EIT Hiline Homes 11306 62nd Ave E Puyallup, WA 98373 StruCalc Version 10.0.1.6 6/4/2019 11:27:39 AM page //of DEFLECTIONS Center Live Load 0.13 IN U1141 Dead Load 0.08 in Total Load 0.20 IN U708 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A 599 Ib 599 Ib 367 Ib 367 Ib 966 Ib 966 Ib 0.44 in 0.44 in BEAM DATA Center Span Length 12 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 12 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Base Values A•justed Fb= 900 psi Fb' = 1242 psi Cd=1.15 CF=1.20 Fv = 180 psi Fv' = 207 psi Cd=1.15 E = 1600 ksi E= 1600 ksi Fc - = 625 psi Fc = 625 psi Controlling Moment: 2899 ft-Ib 6.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -966 Ib At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 28.01 in3 49.91 in3 Area (Shear): 7 in2 32.38 in2 Moment of Inertia (deflection): 78.25 in4 230.84 in4 Moment: 2899 ft-Ib 5166 ft-Ib Shear: -966 lb 4468 Ib LOADING DIAGRAM 12 ft ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width Side One Roof Tributary Width Side Two Wall Load Center RLL = 30 psf RDL = 15 psf TVV1 = 2 ft TW2 = 1.3 ft WALL = 0 plf BEAM LOADING Total Live Load Total Dead Load (Adjusted for Roof Pitch) Bearn Self Weight Total Load Center 100 plf 54 plf 7 plf 161 plf NOTES LOADING DIAGRAM 'i.mA'Y''@u' 12 VMD DIAGRAM 1000 500� Shear (Ibs) 9661bs @ O ft 0 •500.�. -1000 3000 1500 Moment (ft-lb) -966 1bs @ 12 ft 2899 ft=Ybs 6 ft 0 -1500 3000 — -0.3 - -0,15... Deflection (in) 0.3 0203 fn 6 ft ..:... ,. •;«. wig —...;=3:12 ft`_,.._w..�•;, Project: TESSEMA-BARKE RESIDENCE PLAN 1001-1698 Location: 3-1/2X13-1/2 GLB BACK PORCH BEAMS Multi -Span Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 13.51N x 18_0 FT 24F-V4 - Visually Graded Westem Species - Dry Use Section Adequate By: 24.5% Controlling Factor: Deflection Rayna Mumbower, EIT Hiline Homes 11306 62nd Ave E Puyallup, WA 98373 StruCalc Version 10.0,1.6 6/4/2019 11:27:39 AM page of DEFLECTIONS enter Live Load 0.46 IN L/473 Dead Load 0.27 in Total Load 0.72 IN U299 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: 24 EACT1ONS Live Load 2249 Ib 2249 Ib Dead Load 1310 Ib 1310 Ib Total Load 3559 Ib 3559 Ib Bearing Length 1 56 in 1.56 in BEAM DATA Center Span Length 18 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 18 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 Camber Adj. Factor 1 Camber Required 0.27 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.15 Shear Stress: Fv = 265 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi Comp. L to Grain: Fc - -L = 650 psi Adjusted Controlled by: Fb= 2760 psi Fv' = 305 psi E' = 1800 ksi 650 psi Controlling Moment: 16018 ft-lb 9,0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -3560 Ib At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Rea'd Provided Section Modulus: 69.64 in3 106.31 in3 Area (Shear): 17.52 in2 47.25 in2 Moment of Inertia (deflection): 576.55 in4 717.61 in4 Moment: 16018 ft-lb 24452 ft-Ib Shear: -3560 lb 9600 Ib 18 ft B.Q_OF LOADING Center Roof Live Load RLL = 30 psf Roof Dead Load RDL = 15 psf Roof Tributary Width Side One TW1 = 7 ft Roof Tributary Width Side Two TW2 = 1.3 ft Wall Load WALL = 0 pif BEAM LOADING Total Live Load Total Dead Load (Adjusted for Roof Pitch) Beam Self Weight Total Load Center 250 pif 135 pif 10 pif 396 pif NOTES LOADING DIAGRAM n Y':g''Z"#— ""z "f""g''' .,, '`'R4.'',.t r_�5;'.�5 A18ft —� VMD DIAGRAM Moment Deflection 4000 2000 Shear (Ibs) 3560 Ibs @ 0 ft 0 -2000� -4000 20000 10000 (ft-lb) -35601bs @ 18 ft 16018 ft-bs @ 9 ft 0 -10000 -20000 -0.$ -0.4 (in) 0 0.4 0.8 0.723in@9f1 . ... i raft �'a`��r`, 'r,'x:.;". -.:s =3-. .1F " '` vS=."T ;; • �:r,.-t+,..: ;oxar:re;a: ' t�- . :.. 18 ft. —�— Project: TESSEMA-BARKE RESIDENCE PLAN 1001-1698 Location: 3-1/2X7-1/2 GLB 1ST FLOOR HEADERS - TYPICAL Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.5 IN x 6.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 6.7% Controlling Factor: Deflection Rayna Mumbower, EIT Hiline Homes 11306 62nd Ave E Puyallup, WA 98373 StruCalc Version 10.0.1.6 6/4/2019 11:27:39 AM page //of DEFLECTIONS Center Live Load 0,12 IN U601 Dead Load 0.07 in Total Load 0.19 IN U384 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U360 REACTIONS Live Load Dead Load Total Load Bearing Length 2730 Ib 2730 Ib 1541 Ib 1541 Ib 4271 Ib 4271 Ib 1,88 in 1.88 in ftEAM DATA Center Span Length 6 ft Unbraced Length -Top 0 ft Roof Pitch 5 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Camber Adj, Factor 1 Camber Required 0.07 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 Fb_cmpr = 1850 Cd=1.15 Shear Stress: Fv = 265 Cd=1.15 Modulus of Elasticity: E = 1800 Comp. to Grain: Fc - = 650 Controlling Moment: 6406 ft-Ib 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -4270 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: psi psi Adluste4 Controlled by: Fb' = 2760 psi psi Fv= 305 psi ksi psi E' = 1800 ksi Fc - = 650 psi Begll Provided 27.85 in3 32.81 in3 21,02 in2 26.25 in2 115.28 in4 123.05 in4 6406 ft-lb 7547 ft-lb -4270 lb 5333 lb LOADING DIAGRAM ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width FLOOR LOADI G Floor Live Load Floor Dead Load Floor Tributary Width Wall Load RLL = RDL = RTW = FLL = FDL = FTW = Side 1 Side 2 30 psf 30 psf 15 psf 15 psf 17 ft 1.3 ft Side 1 40 psf 10 psf 9 ft WALL = 120 plf JZ 0 psf 0 psf 0 ft J3EAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Bearn Self Weight: Combined Uniforrn Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: wL-roof = 550 pif wD-roof = 298 plf wL-floor = 360 plf wD-floor = 90 pif BSW = 6 plf wL = 910 plf wD = 514 pif wT = 1423 plf NOTES LOADING DIAGRAM w I 6 ft VMD DIAGRAM 5000 2500 — Shear (Ibs) 4270 Ibs @ 0 ft .2500 — -5000 7000 3500 Moment (ftdb) -42701bs © 6 ft 6406 ft-Ibs 3 ft -3500 -7000 -0.2 -0.1 Deflection (in) 0 0.1 0.2 0.187in�3ft Project: TESSEMA-BARKE RESIDENCE PLAN 1001-1698 Location: 4X10 D.F.#2 1ST FLOOR HEADERS - TYPICAL Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.5 IN x 4.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 87.3% Controlling Factor: Shear Rayna Mumbower, EIT Hiline Homes 11306 62nd Ave E Puyallup, WA 98373 StruCalc Version 10.0.1.6 6/4/2019 11:27:40 AM page //of DEFLECTIONS Center Live Load 0.02 IN U2029 Dead Load 0.01 in Total Load 0.04 IN U1297 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U360 REACTIONS 6 Live Load 1820 Ib 1820 Ib Dead Load 1027 Ib 1027 Ib Total Load 2847 Ib 2847 Ib Bearing Length 1.25 in 1.25 in BEAM DATA Center Span Length 4 ft Unbraced Length -Top 0 ft Roof Pitch 5 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Camber Adj. Factor 1 Camber Required 0.01 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.15 Shear Stress: Fv = 265 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi Comp. ± to Grain: Fc - = 650 psi Controlling Moment: 2847 ft-Ib 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 2847 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Adjusted Controlled by: Fb= 2760 psi Fv. = 305 psi E' = 1800 ksi Fc - = 650 psi Reo'd Provided 12.38 in3 32.81 in3 14.01 in2 26.25 in2 34.16 in4 123.05 in4 2847 ft-Ib 7547 ft-lb 2847 lb 5333 lb LOADING DIAGRAM 4 ft B ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load RLL = RDL = RTW FLL = FDL FTW = 510_2_1 5 ide 2 30 psf 30 psf 15 psf 15 psf 17 ft 1.3 ft Side 1 40 psf 10 psf 9 ft WALL = 120 pif Side 2 0 psf 0 psf 0 ft BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: wL-roof = 550 plf wD-roof = 298 plf wL-floor = 360 plf wD-floor = 90 plf BSW = 6 pif wL = 910 plf wD 514 plf wT = 1423 plf NOTES LOADING DIAGRAM w Oft VMD DIAGRAM 3000... 1500.4.44 Shear (Ibs) 2847 ibs @ 0 ft 0 -1500 -3000+... 3000 Moment (ft-lb) -2847 ibs @ 4 ft 2847ft4bs@21500 0 -1500 -3000 -0.04 -0.02 Deflection (in) 0.02 0.04 0.037in@2ft —B 4ft Project: TESSEMA-BARKE RESIDENCE PLAN 1001-1698 Location: 4X10 D.F.#2 1ST FLOOR FRONT ENTRY HEADER Multi -Span Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 3.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 60,0% Controlling Factor: Shear Rayna Mumbower, EIT Hiline Homes 11306 62nd Ave E Puyallup, WA 98373 StruCalc Version 10.0.1.6 6/4/2019 11:27:40 AM page /of PEFLECTIONS Center Si= Live Load 0.00 IN UMAX 0.00 IN UMAX Dead Load 0.00 in 0.00 in Total Load 0.00 IN U8433 0.00 IN UMAX Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U360 REACTIONS Live Load Dead Load Total Load Bearing Length 6 979 Ib 2615 Ib 456 Ib 591 Ib 1579 Ib 275 Ib 1570 Ib 4194 Ib 731 Ib 1.11 in 2.96 in 0.52 in BEAM DATA Center Right Span Length 3 ft 2 ft Unbraced Length -Top 0 ft 0 ft Unbraced Length -Bottom 3 ft 2 ft Notch Depth 1.00 aft 2ft MATERIAL PRVARTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Base Values Adjusted Fb 850 psi Fb' = 1165 psi Cd=1.15 CI=0.99 CF=1.20 Fv = 150 psi Fv' = 173 psi Cd=1,15 E = 1300 ksi E' = 1300 ksi Fc - = 405 psi Fc - = 405 psi Controlling Moment: -1136 ft-Ib Over right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Controlling Shear: -2327 Ib At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: 11.7 in3 20.23 in2 9.85 in4 -1136 ft-Ib -2327 Ib Provided 49.91 in3 32.38 in2 230.84 in4 4847 ft-lb 3723 Ib ROOF LOADING Center Right Live Load RLL = 30 psf 30 psf Dead Load RDL = 15 psf 15 psf Tributary Width Side One TW1 = 17 ft 17 ft Tributary Width Side Two TW2 = 1.3 ft 1.3 ft FLOOR LOADING Center &gilt Live Load FLL = 40 psf 40 psf Dead Load FDL = 10 psf 10 psf Tributary Width Side One TW1 = 6.5 ft 6.5 ft Tributary Width Side Two TW2 = 0 ft 0 ft Wall Load WALL = 120 plf 120 plf PEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Center Bight 550 plf 550 plf 298 plf 298 plf 260 plf 260 plf 65 plf 65 plf 6 plf 6 plf 810 plf 810 plf 489 pif 489 plf 1299 plf 1299 pif NOTE LOADING DIAGRAM w w ;,�':",'�'t,S"�, ., rs. �"�"nT �x.'-i s3�+`.. '�",",,.,us',�,"�?:�. ,$,P?'�-''`y,:'„�"4 i,,�,�`"s"'LL, ,,.: ��"�� .P .�.�`'�"..:,.�s'U',`..' r.� Y �g '�.. m�::x .q{p'P�`..c,,`i•'": �.,a,.�' ., aft 2 ft C— VMD DIAGRAu 3000 1500 Shear Os) 1867 Ibs 3 ft 0 -1500 3000 2000 1000 Moment (ft-b) -2327 Ibs 3 ft 948 ft-Ibs C+ 1 ft 0 -1000 -2000 -0.01 0 Deflection (in) •1176ft-Ibs@3ft 0.4ft int3 0 0,01 ' aMrt► : Z k , ._. .y, •�� 0.004 In 1.4 ft .a.::r =,... z. 2.t .. '.t`:'3F ,} .1,.$ € 1"'` 4 _' », _, _'x ';i^. ,.'ry 4S•. hR.�.x ... dam..�e' u aft 2ft Project: TESSEMA-BARKE RESIDENCE PLAN 1001-1698 Location: 5-1/2X24 GLB 1ST FLOOR GARAGE BEAM Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 5.5 IN x 24.0IN x 22.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 13.7% Controlling Factor: Deflection Rayna Mumbower, EIT Hiline Homes 11306 62nd Ave E Puyallup, WA 98373 StruCalc Version 10.0.1.6 6/4/2019 11:27:40 AM page //of DEFLECTIONS Center Live Load 0.40 IN U657 Dead Load 0.24 in Total Load 0.65 IN U409 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U360 REACTIONS A Live Load 9569 Ib 9569 Ib Dead Load 5791 Ib 5791 Ib Total Load 15360 Ib 15360 Ib Bearing Length 4.30 in 4.30 in BEAM DATA Center Span Length 22 ft Unbraced Length -Top 0 ft Roof Pitch 5 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Camber Adj. Factor 1 Camber Required 0.24 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.15 Cv=0.92 Shear Stress: Modulus of Elasticity: Comp. J to Grain: Fv = Cd=1.15 E = Fc - = 265 psi 1800 ksi 650 psi Controlling Moment: 84481 ft-Ib 11.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -15360 Ib At support. Created by combining all dead and live loads. Adjusted Controlled by: Fb= 2545 psi Fv' = 305 psi E' = 1800 ksi Fc - = 650 psi Comparisons with required sections: Read Provided Section Modulus: 398.31 in3 528 in3 Area (Shear): 75.6 in2 132 in2 Moment of Inertia (deflection): 5574.83 in4 6336 in4 Moment: 84481 ft-Ib 111988 ft-Ib Shear: -15360 lb 26818 lb LOADING DIAGRAM 22 ft ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load RLL = RDL = RTW = FLL = FDL = FTW = Side 1 Side 2 30 psf 30 psf 15 psf 15 psf 17 ft 1.3 ft Side 1 40 psf 10 psf 8 ft WALL = 120 plf Side 2 0 psf 0 psf 0 ft BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: wL-roof = 550 plf wD-roof = 298 plf wL-floor = 320 plf wD-floor = 80 plf BSW = 29 plf wL = 870 plf wD = 526 plf wT = 1396 plf NOTES • • LOADING DIAGRAM v, 22ft B VMD DIAGRAM — 20000 10000� Shear (Ibs) 15360 Ibs @ 0 ft -15360 Ibs @ 22 ft 0 -10000 -20000 90000 J 45000i., Moment (ft-lb) 84481 ft-Ibs @ 11 ft rM, 0 -45000 — -90000. -0.7 — -0.35 — Deflection (in) 00.36 0.7 0.645in@11ft 22 ft PrOject: TESSEMA-BARKE RESIDENCE PLAN 1001-1698 Location: 1-3/4X11-7/8 t 55E TS LSL STAIRCASE BEAM Multi -Loaded Muiti-Span Beam [2015 International Building Code(2015 NDS)] 1.75 IN x 11.875 IN x 8.0 FT .1.55E Timberstrand LSL - iLevel Trus Joist Section Adequate By: 340.2% Controlling Factor: Moment Rayna Mumbower, EIT Hiline Homes 11306 62nd Ave E Puyallup, WA 98373 StruCalc Version 10.0.1.6 6/4/2019 11:27:40 AM Page /of DEFLECTIONS Center Live Load 0.02 IN U4929 Dead Load 0.04 in Total Load 0.06 IN U1741 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U360 REACTIONS A Live Load 320 Ib 320 Ib Dead Load 586 Ib 586 Ib Total Load 906 Ib 906 Ib Bearing Length 0.58 in 0.58 in SEAM DATA Center Span Length 8 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 1.55E Timberstrand LSL - iLevel Trus Joist Base Values Adjusteq Bending Stress: Fb = 2325 psi Fb' = 2327 psi Cd=1.00 CF=1.00 Shear Stress: Fv = 310 psi Fv' 310 psi Cd=/.00 Modulus of Elasticity: E = 1550 ksi E' = 1550 ksi Comp. -I- to Grain: Fc - = 900 psi Fc - = 900 psi Controlling Moment: 1812 ft-lb 4.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 906 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: provided. 9.34 in3 41.13 in3 4.38 in2 20.78 in2 50.49 in4 244.21 in4 1812 ft-Ib 7977 ft-Ib 906 lb 4295 lb LQADING DIAGRAM UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 80 plf 140 plf 6 plf 226 plf NOTES JOADING DIAGRAM w 1 .mot ... %J ., N .. ne . .'yib� 3.5,1 .gf.i . <e �"'1 iA � ..M,Y', a„'fr'4 .PP;. '`"'fv'.'E•o._ � e :.'YS k { �, r � "Gk mnv':`1{: VMD DIAGRAM 1000— 500�i Shear (Ibs) 0 906Ibs@Oft •500+� -1000 -906ibs@8ft 2000 1000 Moment (ft.Ib) 1812 f1-Ibs @ 4 ft 0 -1000 -2000 -0.06 -0.03 Deflection (in) 0 0.03 0.06 0.055 4n @ 4 ft —� 8 ft 1• Geotechnical Engineering Report 4XXX South 150th Street Tukwila, Washington 98168 P/N 1422700060 November 14, 2019 prepared for: Fekade Tessema-Barke 21806 45th Avenue South Kent, Washington 98032 prepared by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MGI Project P1700-T19 CORR CTION LTR# D REVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 9 2020 City of Tukwila I BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 0 9 2019 PERMIT CENTER 0219 TABLE OF CONTENTS Page No. 1.0 SITE AND PROJECT DESCRIP 1ION 1 2.0 EXPLORATORY METHODS 2 2.1 Test Pit Procedures 2 3.0 SITE CONDITIONS 2 3.1 Surface Conditions 2 3.2 Soil Conditions 3 3.3 Groundwater Conditions 3 3.4 Seismic Conditions 3 3.5 Liquefaction Potential4 3.6 Infiltration Conditions 4 4.0 CONCLUSIONS AND RECOMMENDATIONS 4 4.1 Site Preparation 5 4.2 Spread Footings 7 4.3 Slab -On -Grade Floors 8 4.4 Drainage Systems 9 4.4 Asphalt Pavement 10 4.6 Structural Fill 11 5.0 RECOMMENDED ADDITIONAL SERVICES _ 12 6.0 CLOSURE 13 List of Figures Figure 1. Topographic and Location Map Figure 2. Site and Exploration Plan Figure 3. Typical Footing Drain Detail APPENDIX A Soil Classification Chart and Key to Test Data A-1 Log of Test Pit 11'-1 A-2 i MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 November 14, 2019 Fekade Tessema-Barke 21806 45th Avenue South Kent, Washington 98032 Subject: Geotechnical Engineering Report 4)0(X South 150th Street Tukwila, Washington 98168 P/N 1422700060 MGI Project P1700-T19 Dear Mr. Tessema-Barke: Migizi Group, Inc. (MGI) is pleased to submit this report describing the results of our geotechnical engineering evaluation of the proposed development located at 4)0(X S 150th St in Tukwila, Washington. This report has been prepared for the exclusive use of Fekade Tessema-Barke, 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 a single parcel that is 0.20 acres, located on the west side of 42nd Ave S in Tukwila in King County, Washington, as shown on the enclosed Topographic and Location Map (Figure 1). The site is approximately 140 feet long by 65 feet wide. The site is vacant and covered in grasses with a single tree located in the southeast area. Plans involve the construction of a new single-family home and accessory dwelling unit (ADU) with associated utilities and driveways. Page 1 of 13 Tessema-Barke - 4XXX South 150th Street, Tukwila, Washington November 14, 2019 Geotechnical Engineering Report P1700-T19 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on June 18, 2019. Our exploration and evaluation program comprised the following elements: Surface reconnaissance of the site; One test pit (designated TP-1), advanced on June 18, 2019; and A review of published geologic and seismologic maps and literature. 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. The attached Figure 2 depicts the approximate relative location of the test pit. 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 become evident until additional explorations are performed or until construction activities have begun. If significant variations are observed at that time, we may need to modify our conclusions and recommendations contained in this report to reflect the actual site conditions. 2.1 Test Pit Procedures Our exploratory test pit was excavated with a rubber -tracked mini -excavator operated by an excavation contractor under subcontract to MGI. An engineering from our firm observed the test pit excavation, collected soil samples, and logged the subsurface conditions. The enclosed test pit log indicates the vertical sequence of soils and materials encountered in the 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 the exploration is included as Figure A-2. 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 The project site consists of a single parcel covered in grass with a single tree in the southeast area of the site. The site topography slopes to the east at approximately 20 percent with a low area in the southern portion of the site. Migizi Group, Inc. Page 2 of 13 Tessema-Barke — 4XXX South 150th Street, Tukwila, Washington November 14, 2019 Geotechnical Engineering Report Pl 700-T19 No hydrologic features were observed onsite such as seeps, springs, ponds or streams. 3.2 Soil Conditions Our test pit exploration revealed approximately 1 foot of loose, brown silty sand with gravel overlying medium dense, brown silty sand with gravel known as weathered glacial till to a depth of 2 feet. Underlying this, we encountered dense to very dense glacial till to the termination depth of the test pit at 9 feet below existing grade. The larger Puget Sound area in general, has been glaciated a number of times over the last 2.4 million years. The most recent of these glacial events, the Vashon Stade of the Fraser Glaciation, receded from this region approximately 13,500 years ago. The majority of near surface soils encountered within the Tukwila area are either directly associated with, or have been physically altered by the Vashon glacial event. Glacial till soils generally consist of variably consolidated sands and gravels that became densely compacted beneath the glacier, during an extended period of ablation and regression of glacial ice. In the Geologic Map of the Des Moines 7.5 Quadrangle, Washington, as prepared by the Washington State Department of Natural Resources (WSDNR), the project site is mapped as containing Qgt, or Vashon Till. This soil group reportedly contains dense relatively impervious glacial till and other ice -contact depressions. Our subsurface observations generally conform with the classifications performed by the WSDNR. The enclosed exploration log (Appendix A) provides a detailed description of the soil strata encountered in our subsurface exploration. 3.3 Groundwater Conditions At the time of our reconnaissance and subsurface exploration (June 18, 2019), we did not encounter groundwater. We do not anticipate that groundwater will be encountered in site excavations. 3.4 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 20.3-1 in ASCE 7 and parameters per the 2015 International Building Code (IBC). Using 2015 IBC information on the Structural Engineers Association (SEA) Design Summary Report website, Risk Category I/II/III seismic parameters for the site are as follows: S= 1.482g S s - 1.482g SDS = 0.988 g Si = 0.554 g &vit. = 0.721 g SO1 = 0.48 g Using the 2015 IBC information, MCER Response Spectrum Graph on the SEA Design Summary Report website, Risk Category I/II/III, S. at a period of 0.2 seconds is 1.48 g and S. at a period of 1.0 seconds is 0.721 g. Migizi Group, Inc. Page 3 of 13 :'I• Tessema-Barke — 4XXX South 150th Street, Tukwila, Washington November 14, 2019 Geotechnical Engineering Report P1700-T19 The Design Response Spectrum Graph from the same website, using the same SEA information and Risk Category, Sa at a period of 0.2 seconds is 0.988 g and Sa at a period of 1.0 seconds is 0.55 g. 3.5 Liquefaction Potential Liquefaction is a sudden increase in pore water pressure and a sudden loss off 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. The subsurface exploration performed within the confines of the project area did not encounter any saturated, loosely consolidated sandy soils, and we interpret the potential for seismically induced liquefaction to be low within the subject property. 3.6 Infiltration Conditions The soils located on site are very dense and impervious. We do not recommend infiltration on this site. Other means of stormwater disposal such as dispersion can be utilized and, if limited space is available, we recommend directing site runoff to the City storm system. 4.0 CONCLUSIONS AND RECOMMENDATIONS Plans involve the construction of a new single-family home and accessory dwelling unit (ADU) with associated utilities and driveways. The 2016 edition of the King County Stormwater Management Manual should be used for design of onsite stormwater facilities. Tukwila has adopted the 2015 IBC with local amendments for building design. We offer the following recommendations: • Feasibility: Based on our field exploration, research, and evaluations, the proposed structures and pavements appear feasible from a geotechnical standpoint. • Foundation Options: Foundation elements should be constructed on medium dense or denser undisturbed native soils, or on structural fill bearing pads that extend down to medium dense or denser native soils. We anticipate that adequate bearing soils will be encountered at relatively shallow depths (less than 3 feet) across much of the proposed building area. We do not foresee the need for any localized over -excavations. Recommendations for spread footings are provided in Section 4.2. Floor Options: Floor sections should bear on medium dense or denser native soils or on properly compacted structural fill that extends down to medium dense or denser native soils. We anticipate that adequate bearing soils will be encountered at relatively shallow depths (less than 3 feet) at the proposed building area, and we do not foresee the need for a granular fill subbase. 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). Migizi Group, Inc. Page 4 of 13 Tessema-Barke — 4XXX South 150th Street, Tukwila, Washington November 14, 2019 Geotechnical Engineering Report P1700-T19 Pavement Sections: Native, in -situ soil conditions are amenable to the use of soil - supported pavements. We recommend a conventional pavement section comprised of an asphalt concrete pavement over a crushed rock base course over a properly prepared (compacted) subgrade or a granular subbase, depending on the soil conditions exposed during subgrade preparation. All soil subgrades should be thoroughly compacted, then proof -rolled with a loaded dump truck or heavy compactor. Any localized zones of yielding subgrade disclosed during this proof -rolling operation should be over -excavated to a depth of 12 inches and replaced with a suitable structural fill material. • Infiltration Conditions: We do not recommend infiltration onsite. Other means of stormwater disposal is recommended. • Geologic Hazards: During our site reconnaissance, advancement of the subsurface exploration, and general evaluation of the proposed development, we did not observe any erosional, landslide, seismic, settlement, or other forms of geologic hazards within the subject property. Given this fact, we recommend that no buffers, setbacks, or other forms of site restraints be implemented to address these potential hazards. The following sections present our specific geotechnical conclusions and recommendations concerning site preparation, spread footings, slab -on -grade floors, pavement, and structural fill. The Washington State Department of Transportation (WSDOT) Standard Specifications and Standard Plans cited herein refer to WSDOT publications M41-10, Standard Specifications for Road, Bridge, and Municipal Construction, and M21-01, Standard Plans for Road, Bridge, and Municipal Construction, respectively. 4.1 Site Preparation Preparation of the project site should involve erosion control, temporary drainage, clearing, stripping, excavations, cutting, subgrade compaction, and filling. Erosion Control: Before new construction begins, an appropriate erosion control system should be installed. This system should collect and filter all surface water runoff through silt fencing. We anticipate a system of berms and drainage ditches around construction areas will provide an adequate collection system. Silt fencing fabric should meet the requirements of WSDOT Standard Specification 9-33.2 Table 3. In addition, silt fencing should embed a minimum of 6 inches below existing grade. An erosion control system requires occasional observation and maintenance. Specifically, holes in the filter and areas where the filter has shifted above ground surface should be replaced or repaired as soon as they are identified. Temporary Drainage: We recommend intercepting and diverting any potential sources of surface or near -surface water within the construction zones before stripping begins. Because the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction sequence, and contractor's methods, final decisions regarding drainage systems are best made in the field at the time of construction. Based on our current understanding of the Migizi Group, Inc. Page 5 of 13 Tessema-Barke 4XXX South 150th Street, Tukwila, Washington November 14, 2019 Geotechnical Engineering Report P1700-T19 construction plans, surface and subsurface conditions, we anticipate that curbs, berms, or ditches placed around the work areas will adequately intercept surface water runoff. Clearing and Stripping: After surface and near -surface water sources have been controlled, sod, topsoil, and root -rich soil should be stripped from the site. Our exploration and field observations indicate that the topsoil horizon is typically about 1 to 2 inches thick across the project area. Site Excavations: Based on our exploration, we expect that excavations will encounter medium dense silty fine sands with gravel which can be easily excavated using standard excavation equipment in the upper 4 feet. Soils become very dense at depth, therefore, should deeper excavations be necessary, Tiger Teeth may be necessary to excavate the very dense glacial till. Dewatering: Groundwater seepage was not encountered in our subsurface exploration. Groundwater is not expected to be encountered during site work. If groundwater is encountered, we anticipate that an internal system of ditches, sumpholes, and pumps will be adequate to temporarily dewater shallow excavations. Temporary Cut Slopes: All temporary soil slopes associated with site cutting or excavations should be adequately inclined to prevent sloughing and collapse. Temporary cut slopes in site soils should be no steeper than 11/2H:1V, and should conform to Washington Industrial Safety and Health Act (WISHA) regulations. Subgrade Compaction: Exposed subgrades for the foundations of the planned structures 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 over -excavated 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 Topsoil: Where encountered, surficial organic soils, like duff, topsoil, root -rich soil, and organic -rich fill soils are not suitable for use as structural fill under any circumstances, due to high organic content. Consequently, this material can be used only for non-structural purposes, such as in landscaping areas. Migizi Group, Inc. Page 6 of 13 Tessema-Barke - 4XXX South 150th Street, Tukwila, Washington November 14, 2019 Geotechnical Engineering Report P1.700-T19 • Silty Sand with Gravel: The silty sand that overlies the site can be reused as structural fill during dry weather conditions. It will be difficult to reuse as structural fill during wet weather due to moisture sensitivity. • Glacial Till: The glacial till encountered at 2 feet below existing grades is relatively sensitive to moisture content variations and can be reused during dry weather conditions. It will be difficult to reuse as structural fill during wet weather due to moisture sensitivity. 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 21H: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 structures, if the subgrades are 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 18 and 24 inches wide, respectively. Bearing Subgrades: Footings should bear on dense or denser, undisturbed native soils which have been stripped of surficial organic soils and vigorously surface compacted, or on properly compacted structural fill which bears on the soils just described. We anticipate that adequate bearing soils will be encountered at relatively shallow depths (less than 2 feet) across much of the proposed building area. 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 Migizi Group, Inc. Page 7 of 13 Tessema-Barke — 4XXX South 150th Street, Tukwila, Washington November 14, 2019 Geotechnical Engineering Report P1700-T19 the depth of placed fill. Therefore placed fill that extends 24 inches below the footing base should also extend 24 inches outward from the footing edges. Subgrade Observation: All footing subgrades should consist of firm, unyielding, native soils, the existing medium dense or denser gravelly fill, 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 dense properly prepared subgrades 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 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 250 psf for both the glacial outwash on site and an allowable base friction coefficient of 0.35. Footing Drainage: Footings should have a 4 inch perforated pipe surrounding the structures surrounded by a minimum 6 inches of free drainage gravel corresponding to "Gravel Backfill for Drains" per WSDOT Standard Specification 9-03.12(4). See the attached Figure 3. 4.3 Slab -On -Grade Floors In our opinion, soil -supported slab -on -grade floors can be used in structures if the subgrades are properly prepared. We offer the following comments and recommendations concerning slab -on - grade floors. Floor Subbase and Modulus: Generally, structural fill subbases do not appear to be needed under soil -supported slab -on -grade floors. Surface compaction of slab subgrades is recommended. A subgrade modulus of 225 pci should be used for design. Migizi Group, Inc. Page 8 of 13 Tessema-Barke — 4XXX South 150h Street, Tukwila, Washington November 14, 2019 Geotechnical Engineering Report P1700-T19 If a subbase is required, it should be compacted to a density of at least 95 percent (based on ASTM:D-1557). Capillary Break and Vapor Barrier: To retard the upward wicking of moisture beneath the floor slab, we recommend that a capillary break be placed over the subgrade. Ideally, this capillary break would consist of a 4-inch-thick layer of pea gravel or other clean, uniform, well-rounded gravel, such as "Gravel Backfill for Drains" per WSDOT Standard Specification 9-03.12(4). Alternatively, angular gravel or crushed rock can be used if it is sufficiently clean and uniform to prevent capillary wicking. Vapor Barrier: We recommend that a layer of durable plastic sheeting (such as Crosstuff, Moistop, or Visqueen) be placed directly between the capillary break and the floor slab to prevent ground moisture vapors from migrating upward through the slab. During subsequent casting of the concrete slab, the contractor should exercise care to avoid puncturing this vapor barrier. 4.4 Drainage Systems In our opinion, structures should be provided with permanent drainage systems to reduce the risk of future moisture problems. We offer the following recommendations and comments for drainage design and construction purposes. Perimeter Drains: We recommend that buildings 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 building. These subfloor drains should consist of 4-inch-diameter perforated pipes surrounded by at least 6 inches of pea gravel and enveloped with filter fabric. A pattern of parallel pipes spaced no more than 20 feet apart and having inverts located about 12 inches below the capillary break layer would be appropriate, in our opinion. 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 draM 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 draM system. Instead, these sources should discharge into separate tightline pipes and be routed away from the building to a storm drain or other appropriate location. Migizi Group, Inc. Page 9 of 13 Tessema-Barke — 4XXX South 150th Street, Tukwila, Washington November 14, 2019 Geotechnical Engineering Report P1700-T19 Grading and Capping: Final site grades should slope downward away from the buildings so that runoff water will flow by gravity to suitable collection points, rather than ponding near the building. Ideally, the area surrounding the building would be capped with concrete, asphalt, or low -permeability (silty) soils to minimize or preclude surface -water infiltration. 4.5 Asphalt Pavement Since asphalt pavements will be used for the primary access road and residential driveways, we offer the following comments and recommendations for pavement design and construction. Subgrade Preparation: All soil subgrades should be thoroughly compacted, then proof -rolled with a loaded dump truck or heavy compactor. Any localized zones of yielding subgrade disclosed during this proof -rolling operation should be over excavated to a maximum depth of 12 inches and replaced with a suitable structural fill material. All structural fill should be compacted according to our recommendations given in the Structural Fill section. Specifically, the upper 2 feet of soils underlying pavement section should be compacted to at least 95 percent (based on ASTM D-1557), and all soils below 2 feet should be compacted to at least 90 percent. Pavement Materials: For the base course, we recommend using imported washed crushed rock, such as "Crushed Surfacing Base Course" per WSDOT Standard Specification 9-03.9(3) but with a fines content of less than 5 percent passing the No. 200 Sieve. Although our exploration does not indicate a need for a pavement subbase, if a subbase course is needed, we recommend using imported, clean, well -graded sand and gravel such as "Ballast" or "Gravel Borrow" per WSDOT Standard Specifications 9-03.9(1) and 9-03.14, respectively. Conventional Asphalt Sections: A conventional pavement section typically comprises an asphalt concrete pavement over a crushed rock base course. We recommend using the following conventional pavement sections: Minimum Thickness Pavement Course Parking Areas Areas Subjected to Truck Traffic Asphalt Concrete Pavement 2 inches 3 inches Crushed Rock Base 4 inches 6 inches Granular Fill Subbase (if needed) 8 inches 12 inches Compaction and Observation: All subbase and base course material should be compacted to at least 95 percent of the Modified Proctor maximum dry density (ASTM D-1557), and all asphalt concrete should be compacted to at least 92 percent of the Rice value (ASTM D-2041). We recommend that an MGI representative be retained to observe the compaction of each course before any overlying layer is placed. For the subbase and pavement course, compaction is best observed by means of frequent density testing. For the base course, methodology observations and hand -probing are more appropriate than density testing. Migizi Group, Inc. Page 10 of 13 Tessema-Barke — 4XXX South 150th Street, Tukwila, Washington November 14, 2019 Geotechnical Engineering Report P1700-T19 Pavement Life and Maintenance: No asphalt pavement is maintenance -free. The above described pavement sections present our minimum recommendations for an average level of performance during a 20-year design life; therefore, an average level of maintenance will likely be required. Furthermore, a 20-year pavement life typically assumes that an overlay will be placed after about 10 years. Thicker asphalt and/or thicker base and subbase courses would offer better long-term performance, but would cost more initially; thinner courses would be more susceptible to "alligator" cracking and other failure modes. As such, pavement design can be considered a compromise between a high initial cost and low maintenance costs versus a low initial cost and higher maintenance costs. 4.6 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. Utilizing recycled content may require approval from the City of Tukwila for placement on site. Soils used for structural fill should not contain any organic matter or debris, nor any individual particles greater than about 6 inches in diameter. Fill Placement: Clean sand, gravel, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. Compaction Criteria: Using the Modified Proctor test (ASTM:D-1557) as a standard, we recommend that structural fill used for various onsite applications be compacted to the following minimum densities: Fill Application Minimum Compaction Footing subgrade and bearing pad Foundation backfill Asphalt pavement base Asphalt pavement subgrade (upper 2 feet) Asphalt pavement subgrade (below 2 feet) 95 percent 90 percent 95 percent 95 percent 90 percent Subgrade Observation and Compaction Testing: Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of all subgrades should be observed by geotechnical personnel before filling or construction begins. Also, fill soil compaction should be verified by means of in -place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. Migizi Group, Inc. Page 11 of 13 Tessema-Barke — 4XXX South 150th Street, Tukwila, Washington November 14, 2019 Geotechnical Engineering Report P1700-T19 Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on their grain -size distribution and moisture content when they are placed. As the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For fill placement during wet -weather site work, we recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve. 5.0 RECOMMENDED ADDITIONAL SERVICES Because the future performance and integrity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Consequently, we recommend that MCI be retained to provide the following post -report services: Review all construction plans and specifications to verify that our design criteria presented in this report have been properly integrated into the design; Prepare a letter summarizing all review comments (if required); Check all completed subgrades for footings and slab -on -grade floors before concrete is poured, in order to verify their bearing capacity; and Prepare a post -construction letter summarizing all field observations, inspections, and test results (if required). Migizi Group, Inc. Page 12 of 13 Tessema-Barke - 4XXX South 150,h Street, Tukwila, Washington November 14, 2019 Geotechnical Engineering Report P1700-T19 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 perfolinance 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. Casey R. Lowe, P.E. Principal Engineer James E. Brigham, P.E. Senior Principal Engineer Migizi Group, Inc. Page 13 of 13 :traGtzt.i. in II, tAimorx TOPO! map pined on 11114/19 from "Untided,tpo" 122°20•000' W 122'20.000' W 122°19.000• W 122'18.000' W 122'17,000' W 122'16,000' W 122°15,000' VJ WGS84122°14,000' VJ 122 19.000' W 122'18.000' W 122°17,000` W 122'16 000' W 122'15.000' VI WGS84122°14.000' W a s EZE 0 I010Kit 0 A t010 ORS H H M I W ,-a ,-4 t-.WI-Ft1 MI? ru;t:uh70?0'. 2;::SEa71.110!;I °,:u.-krxicrip tami '. Location 4XXX South 150th Street Tukwila, WA Job Number P1700-T19 Figure 1 P.O. Box 44840 Tacoma, WA 98448 Title Topographic and Location Map Date 11/14/19 8" MAIN WATER SERVICE j PROPOSED DRIVE LIMIT OF CLEARING \, FOOTING DRAIN INC RING kNDSCAPE FOOTING DRAIN DISPERSION LF PR OSED 4 B RM HOME TP-1 40' CATCH BASIN VAUT ' TRAFFIC LIGHT RANT EX. SID SILT FENCE EX, RB'TAININ( .00 ,SIDESE I SERVIC tit1,19 )1 7T I 11 4" PVC TO DOW EX EST0NE -LIGHTPLE SEDIL4NT COM ' STRU91JRE 3; LE OF " ADS Ni @ 1% TREE TO REMAIN / JL 10' ( W E 20 0 20 40 SCALE IN FEET 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. Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 253-537-9400 253-537-9401 fax www.migizigroup.com PROJECT: 4xxx 150th St Tukwila, Washington SHEET TITLE: Site and Exploration Plan DESIGNER: CRL DRAWN BY: CRL CHECKED BY: CRL JOB NO. P1700-T19 SCALE: NTS FIGURE:2 DATE: Nov. 20, 2019 FILE: Fig2.dwg TOP OF STEMWALL TOPSOIL SLOPE 5% TO 10% AWAY FROM STEM WALL 8"-10" TOPSOIL NOTE: DO NOT CONNECT ROOF DRAINS TO FOOTING DRAINS. 8"-10" LOW PERMEABILITY SOIL CLEAN WELL DRAINING BACKFILL 4" SOLID PVC CONNECTING TO ROOF DOWN SPOUTS NON WOVEN GEOTEXTILE FILTER FABRIC SURROUNDING GRAVEL BACKFILL PERFORATED PIPE MIN 6" ALL SIDES OF PERFORATED PIPE "GRAVEL BACKFILL FOR DRAINS" WSDOT 9-03.12(4) FOOTING DRAIN DETAIL NTS Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 253-537-9400 253-537-9401 fax www.migizigroup.com PROJECT: 4XXX S 150th St Tukwila, Washington SHEET TIT E: Typical Footing Drain De ai DESIGNER: CRL JOB NO. P1700-T19 D N BY: CR SCALE: NTS CHECKED BY: CRL FIGURE:3 DATE: Nov. 20, 2019 FILE: Bench.dwg APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOG OF TEST PIT UNIT US LAB.GPJ 11/4/05 LGD A NNN MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve GRAVELS CLEAN GRAVELS WITH LITTLE OR GW •WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES MORE THAN HALF NO FINES GP iy\--lq,1;: ..' . • POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES COARSE FRACTION IS LARGER THAN SIEVE GRAVELS WITH GM ° 0 SILTY GRAVELS, POORLY GRADED GRAVEL -SAND -SILT MIXTURES NO. 4 OVER 15% FINES GC CLAYEY GRAVELS, POORLY GRADED GRAVEL -SAND -CLAY MIXTURES SANDS CLEAN SANDS WITH ,u,„ ovv s'c •:•:•:: •. .•..: . . . •. VVELL GRADED SANDS, GRAVELLY SANDS MORE THAN HALF LITTLE OR NO FINES SP ,• , ....—.- POORLY GRADED SANDS, GRAVELLY SANDS COARSE FRACTION IS SMALLER THAN SANDS WITH SM •:.: '',' "' — :.: -..:- SILTY SANDS, POORLY GRADED SAND -SILT MIXTURES NO. 4 SIEVE OVER 15% FINES SC • CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES FINE GRAINED SOILS More than Half < #200 sieve SILTS AND CLAYS ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WTH SLIGHT PLASTICITY LIQUID LIMIT LESS THAN 50 CL /7-:// A INORIA_V(CcCibYsSEF L&WCTLytyrigERIIMPCLLAZTSICITY, G LEAN CLAYS OL — --_— ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MH SANDYINORNICSILTS, MICACEOUS OR DIATOMACIOUS FINE OR SILTY SOILS, ELASTIC SILTS SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 CH 4 LA INORGANIC CLAYS OF HIGH PSTICITY, FAT CLAYS OH --Ajc*, ,,,...-A-.„„ -A-ORGANIC ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, SILTS HIGHLY ORGANIC SOILS Pt i„,,, PEAT AND OTHER HIGHLY ORGANIC SOILS • ., II CA CN CP DS PM PP Modified Califomia RV R-Value Split Spoon SA Sieve Analysis Pushed Shelby Tube SW Swell Test Auger Cuttings TC Cyclic Triaxial Grab Sample TX Unconsolidated Undrained Triaxial Sample Attempt with No Recovery TV Torvane Shear Chemical Analysis UC Unconfined Compression Consolidation (1.2) (Shear Strength, ksf) Compaction WA Wash Analysis Direct Shear (20) (with % Passing No, 200 Sieve) Permeability Water Level at Time of Drilling Pocket Penetrometer Water Level after Drilling(with date measured) SOIL CLASSIFICATION CHART AND KEY TO TEST DATA Figure A-1 -101.01z1-- - NI01/P' Migizi Group, Inc. TEST PIT NUMBER TP-1 PO Box 44840 PAGE 1 OF 1 Tacoma, WA 98448 Figure Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Fekade Tessema-Barke PROJECT NAME 4XXX S 150th St Drainage PROJECT NUMBER P1700-T19 PROJECT LOCATION 4XXX S 150th St, Tukwila, WA DATE STARTED 6/18/19 COMPLETED 6/18/19 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Posh LLC GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tracked Mini Excavator AT TIME OF EXCAVATION — LOGGED BY CRL CHECKED BY CRL AT END OF EXCAVATION -- NOTES AFTER EXCAVATION -- 1p DEPTH o (ft) SAMPLE TYPE NUMBER 6. o 05. D GRAPHIC LOG MATERIAL DESCRIPTION - - - - _ 2.5 GB S-1 SM (SM) Brown silty sand with gravel (loose, moist) to SM SM (SM) Brown silty sand with gravel (medium dense, moist) (Weathered Till) 2,0 (SM) Gray mottled silty sand with gravel (dense to very dense, moist) (Glacial Till) 9.0 - _ 5.0 - - - 7.5 - - No caving observed No groundwater seepage observed The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 9.0 feet. Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D19-0219 Grantor/Borrower: Grantee/Beneficiary: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Work inside the City Right of Way associated with construction of new SFR @ 4115 S.150th Street in Tukwila Abbreviated Work Description: 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. Page I_ o DATED this GRANTOR(s):,. e.i<rt_ GRANTOR(s): day of ,c)e_cQIIALQr , 20 I (\ GRANTOR(s): individual(s) STATE OF WASHINGTON ss. COUNTY OF KING On this 1 day of 20 \e\ , before me a Notary Public in and for the State ofWashington, personally appeared f.,eA,De-,K/heez , , and /P'/et , to me known to be the individual(s) that executed the foregoing instrument, and acknowledged it to be the free and voluntary act of said individual(s), for the uses and surposes mentioned in this instrument, and on oath stated that/she/they /were authorized to execute said instrument. IN WITN‘W WHEREOF, I have hereunto set my hand and official seal the day ang4u ' we written.\.., 0 6 2°45.°092%.9\c'l z 57 14.• \\‘• Name: St-MAI,4-- /22, Ai g NOTARY PUBLIC, in and for the State of Washington, residing at 17)/:•ec_ 6 (_.:& My commission expires: 0 L/ Page 2.-of DATED this GRANTEE: By: Print Name: Its: CITY of TUK Henry Hash Public Works Director day of STATE OF WASHINGTON COUNTY OF KING , 20 v 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. osomIlis A ify / m e, — • !:,' e, t.‘ Name: .1(thric NOTARY PUBLIC, in and for the State of Washington, residing at 7 My commission expires: A Page 3 of / MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 December 4, 2019 Fekade Tessema-Barke 21806 45th Ave S Kent, Washington 98032 Subject: Plan Review Letter 4XXX S 150th St Tukwila, Washington 98168 P/N 1422700060 MGI Project P1700-T19 Dear Mr. Tessema-Barke: Migizi Group, Inc. (MGI) is pleased to submit this plan review letter for the architectural plans dated October 28, 2019 by HiLine Homes; Plan 792R, Sheets CS, Al-A6, A4-1, Sl-S6, El and Plan 2373R, Sheets CS, Al-A6, A1-1, A2-1, A4-1, S1-S6, and El. We also reviewed the civil plans by CBay Consulting sealed on December 4, 2019; Sheets SP-1, SP-2 and N-1. Both architectural plans utilize a footing bearing pressure of 1,500 psf and a site class "D" with an interior embedment of 12 inches and an exterior embedment of 18 inches below grade. The civil plan set shows site grading including filling of approximately 250 cu-yrds to create a more level area to accommodate the two new structures and a dispersion trench in the southeast corner of the site. The leveling of the building areas will accommodate the architectural design that utilizes a roughly level grade in the area the structures will be placed. All structural fill should be placed according to ASTM D-1557 to a density of 95 percent and to a commensurate density with any in -situ soils located under the foundation. In our opinion, the recommendations found in the Geotechnical Engineering Report dated November 14, 2019 by Migizi Group, Inc. have been adequately incorporated into the civil and architectural plans referenced above. RECEIVED CITY OF TUKWILA DEC 0 9 2019 PERMIT CENTER Page 1 of 2 Di Tessema-Barke - 4XXX S 150th St, Tukwila, WA Plan Review Letter December 4, 2019 P1700-T19 CLOSURE We appreciate the opportunity to be of service on this project. If you have any questions regarding this letter or arty aspects of the project, please feel free to contact our office. Respectfully submitted, MIGIZI GROUP, INC. Casey R. Lowe, P.E. Principal Engineer Migizi Group, Inc. Page 2 of 2 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director April 1, 2020 Sheldon Smith 4001 72.'d St E Tacoma, WA 98443 RE: Request for Permit Application Extension Building Permit Application D19-0219 Tessema-Barke Residence — 4115 S 150 St Dear Mr. Smith, This letter is in response to your written request for extension of permit application number D19-02 l9. The Building Official has reviewed your letter and considered the situation outlined in your letter. It has been determined that the City of Tukwila Building Department will not be extending the application. As a result, this application remains expired as ofJanuary 2, 2020. In order for a permit to be processed for this work, a new application must be submitted along with four complete sets of plans, calculations, documents and associated fees. If you have any concerns or questions, feel free to contact me in the permit center at 206 431-3670. If you wish to discuss the determination made, please contact the Building Official directly at 206 431-3675. Sincerely, Bill Rambo Permit Technician File: Permit No. D19-0219 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov ( Bill Rambo From: Sheldon Smith <sheldon@cbayconstruction.com> Sent: Friday, March 6, 2020 11:45 AM To: Bill Rambo Cc: 'Fekade Tessema' Subject: D19-0219 - Correction Letter - request for extension Attachments: Fekade - permit exp letter778.pdf; Fekade - permit resub letter779.pdf Hi Bill, This email is in response to the building permit application# D19-0219 letter that you gave me this morning dated 12-3-2019. We never received this letter back then somehow, but have been proactive is responding to the correction letters and have completed and provided all the information that has been requested for this permit and are hoping to receive final approval to start building soon. The last correction letter was only asking for the cardinal directions to be added to the elevations page. We would like to request the extension to this permit as directed in the letter you provided this morning. Sorry that we missed this message previously. We do want to build this new home as soon as possible. Hopefully this finds you well, thank you for your consideration on this matter. Let me know if you need anything further from us to process this request. Have a great weekend. Sincerely, Sheldon Smith (253) 380-2357 4001 72nd Street East Tacoma, WA 98443 ommencement Bay consulting services RECEIVED CITY OF TUKWILA MAR 0 6 2020 CENTEP. CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links om an unknown or suspicious origin. __Request for Permit Application Extension # 1 Current Expiration Date: Extension Rtluest: Approved Cur clays Denied provide explan.ition) 0 Signature/Initials City of Tukwila Department of Community Development February 21, 2020 SHELDON SMITH 4001 72ND ST E TACOMA, WA 98443 RE: Correction Letter # 2 COMBOSFR Permit Application Number D19-0219 TESSEMA-BARKE RESIDENCE - 4115 S 150 ST Dear SHELDON SMITH, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING - C DEPARTMENT: LEE SIPE at (206)-431-3656 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) Correction is still necessary for item #3. Item #3 was not addressed. 3. Show elevations as North East South and West. On the elevation's sheets show existing and proposed grades consistent with the site plan topographical contours. Show building height and identify the average grade plane. Building height is measured from the average grade plane to the midpoint of the sloping roof between top plate and peak of the roof. Grade plane shall be measured at a point 6 feet away from the building. Note: Contingent on response to these corrections, further plan review may request for additional corrections. PLANNING - C DEPARTMENT: Yorusalem Bemnet Mengist at (206)-431-3651 if you have questions regarding these comments. • 1. Per previous correction, Building appears to meet height requires in the LDR zone. Please show building height and identify the average grade plane to ensure it meets the 30 ft height limit. See TMC 18.10.060. 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, D 19-0219 r-P4 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 ( City of Tukwila Department of Community Development 12/3/2019 SHELDON SMITH 4001 72ND ST E TACOMA, WA 98443 RE: Permit Application No. D19-0219 TESSEMA-BARKE RESIDENCE 4115 S (50 ST Dear SHELDON SMITH, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 7/2/2019, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of COMMENTS OUT and is due to expire on 1/2/2020. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D19-0219 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development August 29, 2019 SHELDON SMITH 401 72 ST E TACOMA, WA 98443 RE: Correction Letter # 1 COMBOSFR Permit Application Number D19-0219 TESSEMA-BARKE RESIDENCE - 4115 S 150 ST Dear SHELDON SMITH, 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. [have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMIFI ALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) (BUILDING REVIEW NOTES) 1. Please provide a Geotechnical site soils report by a registered geotechnical engineer. Report shall specify the load -bearing values of the site soils for footing design requirements and shall specify recommended method for footing drainage/disbursement and/or discharge system sizing. Confirm the footing bearing recommended by the geotechnical engineer is consistent with the structural engineer's calculations. 2. Show natural combustion air, screened vent, located in the garage exterior wall for the gas appliances. (IRC G2407) 3. Show elevations as North East South and West. On the elevation's sheets show existing and proposed grades consistent with the site plan topographical contours. Show building height and identify the average grade plane. Building height is measured from the average grade plane to the midpoint of the sloping roof between top plate and peak of the roof. Grade plane shall be measured at a point 6 feet away from the building. Note: Contingent on response to these corrections, further plan review may request for additional corrections. PLANNING DEPARTMENT: Kyle Cotchett at (206)-433-7166 if you have questions regarding these comments. • I. Building appears to meet height requires in the LDR zone. Please show building height and identify the average grade plane to ensure it meets the 30 ft height limit. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1. Applicant shall fill out the attached Traffic Concurrency Certificate Application and pay $300.00 fee. 2. Civil plans shall be the same size as the architectural drawings (letter size min.1/8") and shall be stamped and signed by a WA State Licensed Professional Engineer. 3. Add PW Standard construction notes per attached PW Bulletin B2. 4. Show FF elevation and driveway spot elevations. 5. Applicant shall provide a cost estimate for work inside the City right of way, and post a bond in the amount of 150% right of way construction cost and copy of Insurance certificate naming Tukwila as additional insured. 6. Applicant shall obtain a Water Meter permit from WD #125 and sanitary side from Valley View Sewer District. Submit copies of these permits to Public Works. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 7. Tukwila has an Unaergrounding Ordinance which requires all utilities to -be placed underground. Please show how power/telecommunication services will be provided. 8. Show earthwork quantities on plan: cu yds of cut and cu yds of fill. 9. Submit plans to your Geotech Engineer for review and approval. Provide a letter that plans meet the geotech conditions. 10. Applicant shall contact Post Master @ 1-800-275-8777 for mailbox placement location. 11. Applicant shall submit signed with notary Hold Harmless Agreement for work inside the City Right of Way. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that three (3) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. 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. Since ely, Kandace Nichols Permit Technician File No. DI9-0219 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 f PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19:_•0219 PROJECT NAME: TESSEMA-BARKE RESIDENCE. SITE ADDRESS: 4115 S 150 ST Original Plan Submittal DATE: 03/06/2020 Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: Building Division al Public Works Fire Prevention Structural PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: Planning Division II Permit Coordinator el 000/2020 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: DUE DATE: Approved with Conditions Denied (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: 04/21/2020 Fire Fees Apply Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg EIJ Fire 1=1 Ping PW Staff Initials: 12/18/2013 \,)ERM!T COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0219 DATE: 12/10/2019 PROJECT NAME: TESSEMA-BARKE RESIDENCE SITE ADDRESS: 4115 S 150T11 ST Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Wdingltn AlAR— 2'4040 Public Works 111 Fire Prevention Structural 1M lanning Division Permit Coordinator • PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: DUE DATE: 1/9/2020 DATE: 12/12/19 Structural Review Required APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: Approved with Conditions Denied (ie: Zoning Issues T REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: V.4-40)-0.2-0 Departments issued corrections: Bldg gr Fire El Ping PW 0 Staff Initials: 12/18/2013 N PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0219 DATE: 07/02/19 PROJECT NAME: TESSEMA-BARKE RESIDENCE SITE ADDRESS: 4115 S 150 ST X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: Coyr Vui ding Division ‘14 (/) tiOFP 1°1 Public Works Fire Prevention Structural n PRELIMINARY REVIEW: Not Applicable (r70 approval/review required) tanning Division Permit Coordinator 11 DATE: 07/04/19 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required (correc(ions entered in Reviews) DUE DATE: 08/01/19 Approved with Conditions Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire 0 Ping PW Staff Initial (1) 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: 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: 3 - 1 - 2020 Plan Check/Permit Number: D19-0219 fl Response to Incomplete Letter # Response to Correction Letter # 2 fl Revision # after Permit is Issued El] Revision requested by a City Building Inspector or Plans Examiner E Deferred Submittal # Project Name: Tessema-Barke Residence Project Address: 4115 S 150 St Contact Person: Sheldon Smith RECEIVED CITY OF TUKWILA MAR 0 6 2020 PERMIT CENTER Phone Number: 253-380-2357 Summary of Revision: Building Department - Lee Sipe - plan review - response. 1. The cardinal directions have been added to the elevations page A-2 as requested. The engineered site plan that we submitted is also a grading plan showing that the building site will be flat for the foundation of the home. Please see attached SP-1 engineered plan. This means there won't be an average grade to add into the foundation plan sheets. The total height of the home is well below the 30' foot maximum allowed per TMC 18.10.060 Planning Department Yorusalem Bemnet Mengist plan review - response. 1. The proposed home is less than 30' tall and it is now shown on the attached revised elevations page A-2, along with the cardinal directions added as requested. Sheet Number(s): SP-1 & A-3 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 11 Entered in TRAKiT on CAUsers \Ovmer \Desktop \CBay\.Site Plans WroductionkSP0320 1RLine Projects -Tekade Tessema-Barke - permitting \Submittal File \Revision Submittal Form.doc Revised: August 2015 City of Tukwila REVISION SUBMITTAL 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: \ ' S. • \ Plan Check/Permit Number: D19-0219 • Response to Incomplete Letter # [E] Response to Correction Letter # 1 LI Revision # before Permit is Issued LI Revision # after Permit is Issued E] Revision requested by a City Building Inspector or Plans Examiner • Deferred Submittal # Project Name: Tessema-Barke Residence Project Address: 4115 S 150th St Contact Person: S--W•Y`l Phone Numbif: Summary of Revision: S RECEIVED CITY OF TUKWILA DEC 09 2019 PERMIT CENTER -•\2r7 "TN -I -PO C.APJ C.A.M.V‘Q- („es-‘,'T Pk•-k.SATA2_ pc-\,p tVN 57) Nw•-\..r>, Sheet Number(s): SP - , "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: LI Entered in TRAKiT on W Vermit Center (Rachelle)%andace - 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.aov CEItIriFICATE OF WATER AVAILABILITY PERMIT NO.: Part A: To be completed by applicant Site address (attach map and legal description showing hydrant location and size amain): 4 I X X I 504#1 ,g'70 ooto0 Owner lnformation AgentiContact Person Name: a.. Name: Address: c 45.4.41 ' Address: Phone: , q -et 03Z .C. --- -21-7''t Phone: This certificate is for the purposes of: Al Residential Building Permit 0 Preliminary Plat Commercial/Industrial Building Permit 0 Rezone Estimated number of service connections and water meter size(s): 1 Vehicular distance from nearest hydrant to the closest point of structure is Area is served by (Water Utility District).WATER DISTRICT 12b El Short Subdivision o Other I" ft. Date Part B: To be completed by water utility district 1. The proposed project is within 2. MNo improvements required. (City/County) mprovements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the num flow requirements of the project before connection and to meet the State cross connection control requirements: NI A (Use separate sheet if mare roam is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow o residual for a duration of 2 hours at a velocity of Si fps as documented by the attached calculations. 5. Water availability: Acceptable service can be provided to this project Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. System is not capable of providing service to this project. IIECF.111En 1PfnOFs'TU JUL 02 2019 PERMIT CENTER I hereby certify that the above information is true and correct Kc-btt-‘25 2-0G-242- s 547 Agency/Phone NiArk S.151ct By Date EXPTP-E5 5-15-z3 ( • i - \ , , 1-1 \ '60 S 148th Suite 100 ,p-Luye:!. 0: :21. ,Lva.14.!:P.r.:_,L , WA 98168 \ .eattle, Phone: (206)242-3236 PAS3V711,;Cf Fax: (206) 242-1527 Rept No. , CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential:$ 50.00 Commercial:$ 100.00 • • Certificate of Sewer Availability OR 0 Certificate of Sewer Non -Availability Part A: ( To Be Compteted By Applicant) Purpose of Certificate: . VI Building Permit . 0 Preliminary Plat or PUD 0 Short Division 0 Rezone 0 Other 5 . 1 Proposed Use: . 0 Commercial' . o Residential Single Family o ResidentialMulti-Family 0 Other Applicant's Name r k. Phone Number --4 315 4)7YE Property Address j.. f A rx f ft, tHil S /Col' Tax Lot Number 1?"- 2-7e7OAK Ct4 Legal Description (Attach Map and legal Description if Necessary); --NP\ti art B: ( To be Completed by Sewer Agency ) a. A Sewer Service will be provided by side sewer connection only to an existing size sewer 1. feet from the site and the sewer system has the capacity to serve the proposed use. I 01 OR 0 b. Sewer service will require an improvement to the sewer system of o (1) J feet of sewer trunk or lateral to reach the site; and/or O (2) The construction of a collection system on the site and/or 0 (3) Other (describe) 2. Must be completed if 1. b above is checked a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR 0 b. The sewer system improvement will require a sewer comprehensive amendment a. The proposed project is within the corporate limits of the District, or has been granted Boundary 0 Review Board approval for extension of service outside the District. • OR 0 a. Annexation or BRB approvalwill be necessary to provide service. 4. Service is subject to the following; a. District Connection Charges due prior to connection: GFC: $ ) SFC: $J Unit: $ ubject to Change on Janua Permit $ Total $ 0 al, Either a King Count&JMEFRO Capacity Cha , SWSSD or Mid Sewer Di Connection RECERIED Charge may be due upon connection o e ers. CITY OF TUKWILA b. Easements: c. Other I hereby certify that the above sewer agency information is true. This certification shall be valid for one yrE from the date of signature. El Required May be Required JUL 02 2019 R AIT CENTER 12/9/2020 HI -LINE HOMES Local offices are closed to the public. Please call your nearest L&I office for local assistance (https://Ini.wa.gov/agency/contact/#office-locations) between 8-5 Pacific Time weekdays, or dial 360-902-5800. WasMno. Su.DePanm. Labor & Industries-(https://Ini.wa.gov) HI -LINE HOMES Owner or tradesperson Principals BEHR, JARED R, PRESIDENT BEHR, AMBER D, SECRETARY SUNDBY, WILLIAM GENE, PRESIDENT (End: 04/19/2012) SUNDBY, CHERYL ELAINE, SECRETARY (End: 04/19/2012) Doing business as HI -LINE HOMES 11306 62ND AVE E PUYALLUP, WA 98373 253-840-1849 PIERCE County WA UBI No. Business type 601 584 067 Corporation Parent company Governing persons CREATIVE DESIGN BUILDERS INC AMBER BEHR JARED BEHR; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active .................................................... Meets current requirements. License specialties GENERAL License no. HILINH*983BD Effective — expiration 01/04/2002-11/08/2021 Bond Wesco Insurance Co Bond account no. 46WB044199 $12,000.00 Received by L&I Effective date 04/09/2014 03/04/2014 Expiration date Until Canceled Insurance Navigators Ins Co Policy no. SF2OCGLZ0632RIC $1,000,000.00 Received by L&I Effective date 08/19/2020 08/12/2020 Expiration date 08/12/2021 Navigators Ins Co $1,000,000.00 (30 i?6-L https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601584067&LIC=HILINH*983BD&SAW= 1/3 GENERAL CONSTRUCTION NOTES 1. SUB -CONTRACTOR IS RESPONSIBLE FOR THE FOLLOWING: VERIFYING AND MEETING ALL LOCAL AND STATE CODE REQUIREMENTS, REVIEWING APPROVED PLANS AND COMPLYING WITH ALL APPROVED REQUIREMENTS OF THE ENGINEER AND THE BUILDING DEPARTMENT, MEETING ALL SAFETY REQUIREMENTS AND STANDARD SAFETY PRACTICES THAT ARE RECOMMENDED AND/OR REQUIRED BY STATE AND LOCAL AUTHORITIES, VERIFYING ACCURACY OF ALL DIMENSIONS. DO NOT SCALE THE DRAWINGS. IF DISCREPANCIES OCCUR PLEASE CONTACT THE DESIGNER. 2. NO CHANGES ARE TO BE MADE TO THE PLANS WITHOUT THE CONSENT OF THE DESIGNER AND BUILDING DEPARTMENT. 3. THIS STRUCTURE IS ENGINEERED LATERALLY USING THE DESIGN CRITERIA SHOWN ON SHEET "CS". THIS PLAN HAS BEEN DESIGNED TO CARRY ALL LOADS FROM THE ROOF TO THE FOUNDATION. HEADER & ROOF FRAMING NOTES 1. UNLESS NOTED OTHERWISE, JOISTS AND RAFTERS ARE TO BE A MIN. H.F. #2. RAFTERS MUST BE SUPPORTED BY POSTING DOWN TO FLAT BLOCKING THAT SPANS A MIN. OF TWO TRUSSES WHEN RAFTER SPANS EXCEED 6 FT. 2. TRUSSES SHALL CARRY MANUFACTURER STAMP AND HAVE ENGINEERING DRAWINGS ON SITE FOR INSPECTION. ALL TRUSS BRACING REQUIREMENTS MUST BE INSTALLED PER TRUSS DRAWINGS. DO NOT FIELD MODIFY ANY TRUSS WITHOUT PRIOR APPROVAL FROM THE ENGINEER AND BUILDING DEPARTMENT. IF A TRUSS IS DAMAGED DO NOT INSTALL IT. CONTACT THE BUILDER IMMEDIATELY FOR A REPLACEMENT TRUSS. 4. SEE SHEET "ST FOR ALL SHEARWALL PLACEMENTS AND REQUIREMENTS. SHEARWALL DETAILS MUST BE FOLLOWED EXACTLY. NOTIFY THE DESIGNER OF ANY 3. FRAMING CONNECTIONS SHALL BE "SIMPSON DISCREPANCIES OR CONCERNS. STRONG TIE" (OR) AN APPROVED EQUIVALENT 5. FIRE BLOCKING IS REQUIRED AT ALL PENETRATIONS AT THE WALLS AND PLATES, 4. PROVIDE ATTIC VENTILATION PER IRC R806.2. THE INCLUDING: PLUMBING, ELECTRICAL, AND MECHANICAL PENETRATIONS. FIRE BLOCK NET FREE VENTILATED AREA SHALL BE 1/300 FT2 AT MIN. 10 FT. O.C. HORIZONTALLY IN WALL CAVITIES. PROVIDED THAT MIN. 40% AND MAX. 50% OF THE REQUIRED VENTILATION AREA SHALL BE A MINIMUM 6. WATER HEATER IS TO BE INSTALLED PER MANUFACTURER SPECIFICATIONS, IRC OF 3 FT. ABOVE SAVE VENTS. THE BALANCE OF REQUIREMENTS, AND THE STATE ADOPTED PLUMBING CODE. IN SDC D1, D2, TANK REQUIRED VENTILATION SHALL BE PROVIDED AT MUST BE STRAPPED AT THE UPPER AND LOWER THIRD OF THE TANK. AT THE LOWER THE EAVES. STRAP, STRAP IS TO BE 4" MIN. ABOVE THE CONTROLS (IRC M1307.2). 5. PROVIDE A MIN. ROUGH OPENING 22"x30" ATTIC 7. WHEN INSTALLED IN A GARAGE, ALL APPLIANCES MUST HAVE THE SOURCE OF ACCESS PANEL VVITH A TIGHT -FITTING / SELF - IGNITION A MINIMUM OF 18" ABOVE THE FLOOR SLAB (IRC M1307.3). MECH / PLUMBING CLOSING DOOR, DOOR SHALL BE BACKED WITH EQUIPMENT IS TO BE PROTECTED FROM IMPACT OF A VEHICLE (IRC M1307.3.1). INSULATION IF LOCATED ABOVE HEATED SPACE. 8. USE 5/8" GYPSUM OR 1/2" SAG -RESISTANT GYPSUM AT THE CEILING PER IRC TABLE R702.3.5. 9. FLASHING IS REQUIRED AT ALL EXTERIOR TRIM EXTRUSIONS, WINDOW AND DOOR OPENINGS, WALL AND ROOF INTERSECTIONS, DECK ATTACHMENT TO WALL, AND OTHER AREAS THAT WATER MAY INTRUDE. WINDOWS AND DOORS SHALL BE INSTALLED PER MANUFACTURER INSTRUCTIONS. 10. SINGLE STORY CONDITION U.N.O. ON S2 SHEET: NAIL ALL TOP PLATES TOGETHER W/ 10d NAILS @ 12" O.C. AND AT SPLICES W/ 10d NAILS @ 6" O.C. LAP SPLICES A MIN. OF 48" TYPICAL, NAIL ALL BOTTOM PLATES TO FLOOR SHEATHING AND MUDSILL W/ (2) 10d NAILS EA. STUD BAY, NAIL ALL FLOOR SHEATHING W/ 8d NAILS @ 6" O.C. EDGE AND 12" O.C. FIELD, EXTERIOR STUDS MUST BE SPACED AT 16" O.C. 11. TWO STORY CONDITION U.N.O. ON S2 SHEET: NAIL ALL TOP PLATES TOGETHER W1 10d NAILS @ 12" O.C. AND AT SPLICES W/ 10d NAILS @ 5" O.C. ON FIRST FLOOR, 6" O.C. ON SECOND FLOOR. LAP SPLICES A MIN. OF 48" TYPICAL, NAIL ALL BOTTOM PLATES TO FLOOR SHEATHING AND MUDSILL W/ (2) 10d NAILS EA. STUD BAY, NAIL ALL FLOOR SHEATHING W/ 8d NAILS @ 6" O.C. EDGE AND 12" O.G. FIELD, EXTERIOR STUDS MUST BE SPACED AT 16" O.C. 12. ALL BEDROOMS ARE TO HAVE AN EGRESS WINDOW WITH A MIN. WIDTH OF 20" AND A MIN. HEIGHT OF 24" WITH A MINIMUM NET CLEAR OPENING NOT LESS THAN 5.7 FT2. 13. SEE SHEET "EV FOR EXHAUST FAN, SMOKE AND CARBON MONOXIDE DETECTORS, AND ELECTRICAL FIXTURE LOCATIONS. 14. CABINET, PLUMBING FIXTURE, AND DOOR ROUGH OPENINGS ARE CRITICAL DIMENSIONS. TAKE CARE TO VERIFY THAT THESE DIMENSIONS ARE FRAMED ACCURATELY. 15. SMOKE ALARMS ARE REQUIRED IN ALL SLEEPING ROOMS, OUTSIDE ALL SLEEPING AREAS, AND ON EACH ADDITIONAL STORY OF THE DWELLING. SYSTEM MUST BE INTERCONNECTED IN SUCH A WAY THAT ALL ALARMS SOUND WHEN ONE IS ACTUATED. IRC R314 16. AN APPROVED CARBON MONOXIDE ALARM IS REQUIRED OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. IRC R315.3 6. SHEATH ROOF PER IBC CASE 1 (STAGGERED PANELS UNBLOCKED) FASTEN PANELS W/ 8d NAILS @ 6" O.C. EDGE AND 12" O.C. FIELD. DO NOT STAPLE. 7. UNLESS NOTED OTHERWISE, TOE -NAIL ALL GABLE END TRUSSES WITH (2) 10d NAILS @ 16" O.C. INTO TOP PLATES. 8. UNLESS NOTED OTHERWISE, TOE -NAIL EACH END OF TRUSS AT BEARING WALLS W/ (2) 10d NAILS AND FASTEN WITH TRUSS CLIPS PER PLAN. 9. ASPHALT SHINGLES MUST COMPLY WITH WIND SPEED SITE CONDITIONS AND BE SEALED IN ACCORDANCE WITH ASTM D 7158 OR UNSEALED IN ACCORDANCE WITH ASTM D 3161. IRC R905.2 10. SIDEWALL FLASHING: MIN. 4"x4" STEP FLASHING AT WALL / ROOF CONNECTIONS AND TURNED OUT AT THE BOTTOM TO DIRECT WATER AWAY FROM THE WALL AND ONTO THE ROOF AND/OR GUTTER. IRC R905.2.8.3. 11. DRIP EDGE: PROVIDE METAL DRIP EDGE AT EAVES AND RAKE EDGES OF SHINGLE ROOFS. UNDERLAYMENT SHALL BE INSTALLED OVER THE DRIP EDGE ALONG EAVES AND UNDER THE DRIP EDGE ALONG RAKE EDGES. IRC 905.2.8.5. FILE COPY Permit No. b 1 `7-W 1 q Plan review approval is subject to errors and omissions. Approval of construction documents am not authorize the viotahon of any adopted code or ordinance. Receipt of approved Field Copy and conditions is actanowledged: By. SEPARATE PERMIT REO IRED FOR: Mecharticei Electrical [2' Ptimbing [D" Gas Piping city of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 9 2020 cny "f TuKwYia City Of Tukwila Bust oiNc oivistory BUILDING DIVISION FOUNDATION & FLOOR FRAMING NOTES 1. ALL FOOTINGS SHALL BEAR ON STIFF, FIRM SOIL MEETING THE REQUIREMENTS OF DEFAULT SITE CLASS "D" PER IBC SECTION 1613.5.2. DESIGN IS BASED ON 1500 p.s.f. SOIL. CONTRACTOR MUST VERIFY W/ BUILDING DEPARTMENT THAT THESE CONDITIONS ARE MET PRIOR TO WORK. 2. ALL WOOD IN CONTACT WITH CONCRETE OR SOIL SHALL BE 2x HEM -FIR #2 MIN. TREATED WITH AN APPROVED PRESERVATIVE AND HOT -DIPPED GALVANIZED CONNECTORS (OR) STANDARD HEM -FIR ON AN IMPERVIOUS MOISTURE BARRIER (IRC R317.1) (OR) BORATE TREATED HEM -FIR #2 MINIMUM. 3. PROVIDE APPROPRIATE BLOCK -OUTS IN FOOTINGS OR WALLS FOR PLUMBING & ELECTRICAL STUB -OUTS. 4. WHERE REQUIRED, USE A MIN. OF 3000 p.s.i. CONCRETE PER IRC TABLE R402.2, INCLUDING: FOUNDATION WALLS, PORCH AND GARAGE SLABS, STEPS, AND ALL OTHER AREAS THAT ARE EXPOSED TO THE WEATHER. MAXIMUM STRENGTH IS AT 28 DAYS. ALLOW ADEQUATE TIME FOR FOUNDATION TO SET BEFORE BACK FILLING. 5. FOUNDATION VENTS ARE TO BE INSTALLED AT 1/300 FT2 EVENLY PLACED TO PROVIDE CROSS VENTILATION EXCEPT THAT ONE SIDE IS PERMITTED TO HAVE NO OPENINGS. COVER GROUND SURFACE W/ 6 MIL. (0.006") BLACK POLY SHEETING OR APPROVED EQUAL. GROUND COVER SHALL BE OVERLAPPED 6" AT THE JOINTS AND EXTEND TO THE FOUNDATION WALL. (WAC 51-51 R408A; R408.2) 6. FOR JOISTS HUNG INSIDE STEM WALL, UNLESS NOTED OTHERWISE, 2x MUDSILL TO BE INSTALLED FLUSH WITH THE INSIDE FACE OF FOUNDATION WALL AT JOIST BEARING POINTS TO ACCEPT JOIST HANGERS. VERIFY THAT THE MUDSILL IS SQUARE AT ALL CORNERS. 7. ATTACH THE MUDSILL TO THE FOUNDATION WITH 1/2"xl0" ANCHOR BOLTS WITH NUT AND STANDARD WASHER @ 6 FT. O.C. AND WITHIN 12" OF EACH END OF THE PLATE SECTION. 7.1. IN SDC DO, D1, D2, USE 1/4"x3"x3" PLATE WASHER ON EACH BOLT. 7.2. WHERE ANCHOR BOLTS ARE MISSED USE A 1/2"x 6" TITAN HD MECHANICAL ANCHOR BOLT. 8. REBAR IS REQUIRED IN SDC DO, D1, D2 PER IRC R403.1.3. A MIN. (1) #4 REBAR IN FOOTINGS. AND (1) #4 REBAR WITHIN 12" OF TOP OF WALL. 9. THE FOUNDATION IN THIS PLAN IS DESIGNED PRESCRIPTIVELY, BUT THE CONNECTION FROM THE FOUNDATION TO THE MUDSILL IS ENGINEERED FOR RESISTING LATERAL LOADS AS OUTLINED IN THE DESIGN CRITERIA ON SHEET "CS". 10. FOOTINGS AND STEM WALLS SHALL BE AS FOLLOWS (UNLESS NOTED OTHERWISE): 10.1. BELOW ONE STORY PORTIONS OF A BUILDING: FOOTINGS = 14" WIDE. STEM WALLS = 6" THICK. 10.2. BELOW TWO STORY PORTIONS OF A BUILDING: FOOTINGS = 18" WIDE STEM WALLS = 6" THICK 11. WHERE REQUIRED PER IRC R406.1, FOUNDATION WALLS SHALL BE DAMP PROOFED AROUND THE ENTIRE PERIMETER USING A METHOD THAT IS APPROVED BY THE BUILDING DEPARTMENT. h0,_Changwl =j be made to me of ia1?tk wdnc»R Prior apbrovelt at tita, Tu Divroart. %We: t�+i . , a MV am submi= Wd may LATERAL DESIGN CRITERIA AND MINIMUM SITE CONDITIONS INFORMATION OCCUPANCY CATEGORY II BASIC / ULTIMATE WIND SPEED (ASCE 7-10) 110/140 WIND EXPOSURE FACTOR C MINIMUM WIND LOADS PSF) 16/8 SEISMIC / WIND IMPORT. FACTOR I SEISMIC USE GROUP 1.0 SEISMIC DESIGN CATEGORY D2 SHORT PERIOD ACCELERATION O 0.982 DEFAULT SITE CLASS D MAXIMUM GROUND SNOW LOAD (PSF) 30 ROOF DEAD LOAD (PSF) 15 EXTERIOR WALL DEAD LOAD PSF 15 INTERIOR WALL DEAD LOAD (PSF) 10 MAXIMUM ROOF SLOPE 5/12 GENERAL STRUCTURAL NOTES: THIS PLAN IS ENGINEERED FOR LATERAL LOADS (WIND AND SEISMIC) AS LISTED ABOVE. FOR CALCULATIONS, SEE LATERAL ENGINEERING PACKET PROVIDED. THE FOUNDATION WALLS AND FOOTINGS ARE INTENDED TO BE PRESCRIPTIVE EXCEPT WHERE NOTED OTHERWISE. STRUCTURAL MEMBERS NOT PART OF THE ENGINEERED STRUCTURAL SYSTEM SHALL BE CONSTRUCTED IN ACCORDANCE WITH CONVENTIONAL LIGHT -FRAME CONSTRUCTION REQUIREMENTS. GOVERNING CODES: • 2015 IRC (WITH WASHINGTON STATE AMENDMENTS) 0 2015 IBC (INTERNATIONAL BUILDING CODE) a 2015 WSEC (WASHINGTON ENERGY CODE - RESIDENTIAL) a 2015 (UPC) UNIFORM PLUMBING CODE (IAPMO) DOCUMENT SHEET INDEX CS COVER SHEET Al FIRST FLOOR PLAN A1-1 SECOND FLOOR PLAN A2 BUILDING SECTIONS A2-1 STAIR DETAILS A3 EXTERIOR ELEVATIONS A4, A4-1 ARCHITECTURAL DETAILS A5 CABINET DETAILS A6 TALL FOUND. WHERE REQ'D S1 FOUNDATION PLAN S2 SHEAR WALL PLAN S3 ROOF FRAMING PLAN S4 STRUCTURAL DETAILS S5 STRUCTURAL DETAILS S6 STRUCTURAL DETAILS E1 ELECTRICAL PLAN DESIGN ENGINEER ABDELOUAHAB (Wahab) Abrous, Ph.D., P.E. HiLine Homes Inc. Design & Engineering Department Washington State License Number: 36110 Oregon State License Number: 81419PE Idaho State License Number: P-14132 (253) 770-2244 x 2132 Alternate x 2129 wabrous@hilinehomes.com CORRE TION LTR# STRUCTURAL floe 2 0 2019 ONLY RECEIVED CITY OF TUKWILA DEC 0 9 2019 PERMIT CENTER 0 W _ 0 O � a=i _I ® 0 Q =0 o; Ill n�/ LL U) tV W < LU O -,:I- 00 mQ 0) o Q=34n t~ � W d" 1= � LLJ co Z o W 00 o U) WN 0 U F_ QUH 07 2021 HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 2373R DATE: 10/28/19 JOB#: 1001-1798 ENERGY CREDITS TABLE R406.2: 1. EFFICIENT BUILDING ENVELOPE 1A (0.5 CREDIT) - COMPLIANCE BASED ON SECTION R402.1.4. REDUCE THE TOTAL UA BY 5%. 2. HIGH EFFICIENCY HVAC EQUIPMENT 3B (1.0 CREDIT) - AIR SOURCE HEAT PUMP WITH MINIMUM HSPF OF 9.0 3. EFFICIENT WATER HEATING 5A (0.5 CREDIT) - ALL SHOWERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE RATED AT 1.75 GPM OR LESS. ALL OTHER LAVATORY FAUCETS SHALL BE RATED AT 1.0 GPM OR LESS. 4. EFFICIENT WATER HEATING 5C (1.5 CREDITS) - ELECTRIC HEAT PUMP WATER HEATER WITH A MINIMUM EF OF 2.0 AND MEETING THE STANDARDS OF NEEA'S NORTHERN CLIMATE SPECIFICATIONS FOR HEAT PUMP WATER HEATERS. 5. TOTAL CREDITS = 3.5 *ALL EXTERIOR DOORS TO HAVE THRESHOLD SUPPORT PER DETAIL 7 ON SHEET A4. LEGEND ,rTN A = 22"X30" INSULATED ATTIC ACCESS W/ WEATHERSTRIPPING 0 18"X24" INSULATED CRAWL ACCESS W/ WEATHERSTRIPPING WATER HEATER: WH ANCHORAGE IN SDC DO, D1, D2 (DETAIL 5 ON A4-1) HB = HOSE BIB HS = HORIZONTAL SLIDER WINDOW SH = SINGLE HUNG WINDOW FIX = FIXED WINDOW S.G. = SAFETY GLAZING AREA SUMMARY MAIN FLOOR AREA UPPER FLOOR AREA TOTAL FLOOR AREA PORCH GARAGE 1013 SQ. FT. 1360 SQ. FT. 2373 SQ. FT. 72 SQ. FT. 479 SQ. FT. 40'-0" T-O" 61-61111 lo'-101'. T-8" 1 T-1 1" 2 60 610] S.G.D. 40 36 HS B S. G. 60 50 HS 35Y2" HALF- DW WALL 4'-31 2 KITCHEN UHt:N DINING RM. ONE HEIGHT RANGE W/ TOP W/ 12" HOOD (VTO) "I OVERHANG 82 -c") 4'-92' 6-10" C14V-IN I REF. I L _j ir POCKET 24 j. 2'-8 OFFICE �STOR. �21) N 4-) I 2a I �_�!R&S F�_ - cl _ LflP—WPR. No x 24 in 6-91" 6-51" 2 2 6'-7" 2 DEN ENTRY 20 50)� FIX S.G.. �30 1 60 50�HS I I I 9 6-10" 5'-5" '-9" 2'-11"; 2'-1", PORCH COVER 0 1�4X4 P.T. POST ;A 16'x TOHD (MT. NOWINSUL.) Z,F r iv-621., 6-51" 3'-0" 16'-0" T-O" 2 18'-0" 22'-0" 15'-4" APPROVED BOLLARD (6) POST WHERE REQ'D (LOCATE ON SITE) L ELECTRIC FURNACE AND WATER HEATER. Y2" G.W.B. FOR GARAGE/HOUSE SEPARATION X,,-- 1/8" TYPE X GYPSUM CEILING SOLID CORE 1%" MIN. Wt WEATHER STRIP AND SELF -CLOSING HINGES. F — — -_ — —1 GARAGE 40'-0" A/C PAD F6—R CODE COMPLIANCE APPROVED DEC 0 9 2020 City of Tukwila BUILDING DIVISION REVIEWED FIRST FLOOR PLAN RECEIVED 1/4"f=11-011 1115 211 lq PERMIT CENTER , E 0 L? U) E W 0) 0 E (1) os X: -=! (D Q. 0 :F 0 Xi 0 (D 000 000 * 66 W z 0 LU < F-- Lu W < X LL! C-4 W < W a' 11- C) co co 0) C) < -r < o WW F-0 (o (o LL U) z C) C) LU CN W 00 o l_ Z) 0 cLe o Z 0 U_ HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 2373R DATE: 10/28/19 JOB#: 1001-1798 (A 1A CITY OF TUKWIL A START JOIST LAYOUT 2 HERE @ 19.2" O.C. 2'-0" 4x10 D.F. #2 OFFSE T," 14 — _ 1 II1 qb ZJ 11�/s" 3 STUDS _ BL JOIST L!__J DET,I 21ONAll -1 I 1 II I II I I I 3%2'x7%2'GLB L— — — — -- —a- OFFSET JOIST AWAY FROM PLUMBING WALL ABOVE 3%2'x7%2'GLB 3%2'x7%2'GLB I JOISTS @ 19.2j O.C. =3 STU Q 4L BL JOIST �ILL4 ON S6 00, x FACE MOUNT HANGERS I 4x10 F. #2 A 2 l FACE MOUNT HANGERS 4x8 #2'POST JL JL JL L JL �JL —r 5 %2' x 24" GLB SET BOTTOM OF BEAM ON TOP 4x8 O.F.— PLATE AND SHORTEN STUDS IN #2 PPST WALL ABOVE TO FIT. SEE DETAIL 1 ON Al-1. SECOND FLOOR FRAMING PLAN 1/4" = 1'-0„ 11 8" JOIST JOIST X_ HANGER SHORTEN STUDS FOR BEAM FIT BEAM PER PLAN 2ND FLOOR JOISTS PER PLAN 1ST FLOOR TOP PLATE SECTION VIEW GARAGE BEAM 1 NTS 40'-0" 13'-82' 5'-32' 6'-82' 14'-32' 5'-02"2' 7'-32' 7 0 Ile 1 50 401 HS 30 301 HS 50 401HS I EGRESS / EGRESS 0 5' R&S S UTIL`� BEDROOM 4 04 COOO �� °' xs VENT DRYER UP THRU 24 BEDROOM 3 I I RY I WALL AND THRU ATTIC r q N r 6 1 JI = TO GABLE END WALL. O ® m (SEE DETAIL 3 ON A4-1)KLU `- BAT I� 101 m 2s 4'-0" 10'-3" u go N n' 26 24 LIN N 20 - ti in xzo ifj - CM R& S 3 R S— S 3'-10" "' -1 T-72 m � 26 4' 52 5' 0" - m j'A i 3 -32 `r' v M v I co 36" WALL `' I m e2 24 _— Zo co W/ CAP WIC � 12'. 3'-82' II o r 421/4" WALL 2s 8" W/ CAP 7 -N 0"x18" I.D.— zn 24 UCT CHASE IF REQUIRED b 4' BEDROOM 2 MASTER �c `9 I _ BEDROOM - co 6 L N BATH N 600 I r 40 2' 9" Cn _ o EGRESS I EGRESS 60 40 HS 60 40 HS 40 30 HS S.G. A 2 5'-92' S _p 5'-3" 11'-12' 6'-32' 4'_0„ 10'-92' 2'-6" 16'-5" 10'-32' 40'-0" SECOND FLOOR PLAN lie BACKER BLOCK - ( 4' OR 8" WOOD PANELS) - (MINA 2" WIDE) - NAIL W/ (10) 10d NAILS FILLER BLOCK - 2X --v iJ WOOD PANEL NAIL W/ 10d NAILS @ 12" O.C. (2 ROWS EACH SIDE) DOUBLE JOIST HEADER NTS ' `T — ' -" RjR CONCE DOUBLE LEGEND JOIST FILLER = INTERIOR LOAD BEARING CBLOCK WALL BUILON q = 22"X30" INSULATED ATTIC ACCESS W/ WEATHERSTRIPPING RECEIVED CITY OF TUKWILA DEC 0 9 2019 PERMIT CENTER STRUCTURAL IIOV 2 0 2019 ONLY E m o0) O; � J O= a� now 0 CL i U o O 000 O O co QN m J N z W o Q I— w ry CA W < > ti o coQrno qQ <=3Co Y ,�n�'S� WoZo w W000W� Y O N W 0 v HILINE HOMES 11306 62ND AVENUE PUYALLUP WA,98373 (253) 770-2244 ext. 129 PLAN: 2373R DATE: 10/28/19 JOB#: 1001-1798 WN NOTE PROVIDE THE FOLLOWING CLEAR DIMENSIONS: HEADROOM 0'-8K8|N. TREAD WIDTH 36'K0|N� HANDRAIL HEIGHT BETWEEN 34''&3O" RISE 743'M8k RUN 10'K8|N. PROVIDE HANDRAILS ONALL STAIRS W/pVURMORE RISERS. ASINGLE HANDRAIL |GACCEPTABLE WHEN STAIRWAYS ARE LESS THAN 44' WIDE. HANDRAIL SHALL BE 11/Z'-2''ROUND OREQ. GRIPPING SHAPE SET MIN. 11/2'FROM WALL. HALF WALL OR SOLID WALL STAIRWAYS SIMILAR. PROVIDE HANDRAIL MIN. (1) SIDE. MIN. CLEAR WIDTH ATAND BELOW THE HANDRAIL HEIGHT, INCLUDING TREADS AND LANDINGS, SHALL 8E81zm MIN. 2rWHERE HANDRAILS ARE PROVIDED ON BOTH SIDES NOTES: 1.PROVIDE LIGHTING PER R8uu6.xTTOP AND BOTTOM OFSTAIRWAY ACCESS 0VSWITCHES xTBOTH LOCATIONS W/OUT TRAVERSING ANY STEPS. 2. SEE DETAIL 1 ON A2-1 FOR STAIR FRAMING. TIMBER STRAND UJ ~ C/) of (o)ux1u STRINGERS FIRE BLOCKING m u)�/m ��Uj 2x4ATTACH TO _] STRINGER LL < 0 > F_ LL 11"-2^ PROJECTION TYPICAL HANDRAIL DIMENSIONS oxLEDER 2X4 WALLS HANGER / oxLEDGER ATTACH W/pq16d -----/ NAILS EA. STUD 2xJOISTS @16'--� O.C. W(HANGER LA)- -PLLAN VIEW NTS NOTE: PROVIDE LIGHTING PER |.FiC� R8O3.6.8JTOP AND BOTTOM OFSTAIRWAY ACCESS m0SWITCHES ATBOTH LOCATIONS NVOUT TRAVERSING ANY STEPS. CODE COMPLIANCE APPROVED � DEC 08208 CitY Of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA PERMIT CENTER POST & BEAM - WRAPPED W/ FIBER CEMENT SIDING 4X4 P.T.- POST REAR ELEVATION 1/411 = 1 1-011 SITE ADDRESS: TBD TUKVVILA, WA 98188 NOTE: ADDRESS MUST BE LOCATED ON THE HOUSE WHERE IT IS EASILY SEEN FROM THE MAIN ACCESS ROAD (OWNER RESPONSIRII ITY) 5/4 x 6 FASCIA BID. % x 4 CORNER TRIM CEMENT LAP SIDING INISHED GRADE BY OWNER ;HALL SLOPE AWAY FROM iUILDING 6" IN 10'-0" MIN. RIGHT ELEVATION 1/4" = V-131" PLAIN LP FRONT ELEVATION 1/4" = 1 1-011 LEFT ELEVATION 1/4t' = 1 1-011 REVIEWED FOR CODE COMPLIANCE . APPROVED DEC 0 9 2020 City Of Tukwila !BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 0 9 2019 PERMIT CENTER NOTE: EXTERIOR APPEARANCE WILL VARY BY SIDING CHOICE, MATERIAL AVAILABILITY AND BUILDER DISCRETION. 0 (o 000 000 v- coo m N N 66 it W z W -j se, LIJ 0 0 D 0 :D () < W > W W < I-- W 55 W ry co c) > 00 r- < 0-) 0 <-r < Ob �- �� I- -5 Lo LLJ Ir— -qj- W (o co Z a LL Q W (000 COT- 0 C14 W D C) HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 2373R DATE: 10/28/19 JOB#: 1001-1798 191 LP SOFFIT J 2" CONT. SOFFIT MIN. 1 FT. 2x4 BLOCKING BETWEEN 00. TRUSSES R-19 INSUL. (TYP) 2x FRAMING - (TYP) j c Z' GWB GWB BACKING AS REQUIRED .5'-0" OPENING 2x6 DOUBL'-' ^^ PLATE R-10 RIGID INSUL. 2x NAILER DRYWALL EXT. SHEATHING 4x HEADEF U.N.O. INSUL. HEADER DETAIL 2 TYPICAL NTS 2x6 CURB 22 2' x 22 2' R.O. MIN I FT \2x2 SKY LIGHT SEALER TAPE BETWEEN CURB AND SKY LIGHT FLASHING (TYP) ABETWEEN 2x4 BLOCKING BETWEEN R-19ISUBUSSES TYP) 2x4 BLOCKING BETWEEN TRUSSES n OPENING WIDTH MAY VARY DEPENDING ON SPACE CONSTRAINTS ON LOCATION �I�/\' TR\ \VIING DETAILS i 2x2 SKYLIGHT VAULTED OR FLAT CLG. SIMILAR PRESSURE TREATED 2x6 RIPPED TO BE FLUSH W/ SUBFLOOR AND BOTTOM OF SIDING GLUED AND NAILED TO BOTTOM PLATES a Min ORMIMM11 ■ ',■ . NTS NTS FULLY INSULATED CORNER 2x4 DRYWALL — BACKER OR CLIPS 2x6 STUDS @ 16" O.C. EXTERIOR WALLS 2x6 CURB 22 2' x 70 2' R.O. 6x2 SKY LIGHT SEALER TAPE AND 2x N FOR Oft ATTACH EACH END OF SKYLIGHT AW • • i AMR 2x6 SKYLIGHT VAULTED OR FLAT CLG. SIMILAR BEAM SIZE PER PLAN WRAPPED W1 FIBER CEMENT LAP SIDING 3/4 X 5 %2 FIBER CEMENT BOARD TRIM POST SIZE PER PLAN WRAPPED W1 F CEMENT LAP S 3/4 X 5 %2 FIBER CEMENT BOARD TRIM 1" MIN CLEARAN FROM TRIM TO PORCH FLOOR • NTS POST PER PLAN. (IF USING 4X4 OR 4X6, FIR OUT POST TO 6X6). WRAPPED W/ FIBER CEMENT LAP SIDING METAL FLASHING STONE CAP ' INSULATION CONT BEHIND "T" WALLS 2x4 STUD (INTERIC WALL) 2x6 DRYWALL BAC 2x6 STUDS @ 16" t EXTERIOR WALLS 3/4 x 5 �2 FIBER - CEMENT BOARD (SECTIONAL VIEWS) CULTURED - Z STONE it) O c� 0) m O z00 �5O is a / m� 0+ (ISO VIEW) STONE WRAP POST DETAIL FIBER CEMENT SIDING WRAP POST PER PLAN ETAL FLASHING TOES BEHIND IDING WRAP) STONE CAP IC�1�F��ll�l��i REVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 9 2020 City of Tukwila BUILDING DIVISION /4? w �� RECEIVED (\„ CITY OF TUKWILA J, DEC 0 9 2019 NTS PERMIT CENTER (o O C} � W E = v Oc C rn J a emm p = 00 O o O 000 coo 00o O-) N m - d' F- < N z u> W 0 w ~ U I Q CL LLI 0 mQrno QZQob Lp \ W(0z0 w U" in o W 0 WNW va cDi \ Q U^ � VJ W Uj fy Q HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 2373R DATE: 10/28/19 JOB#: 1001-1798 A4 HEADER PER PLAN \\ \ 2x6 JACK/ ff \\STUD- \ / V A o In -110 \ / co\ 1'%FILLER /\ / \ /3'-2" / 2'-0" \ 5'-6" DOOR W/ 1 SIDE LIGHT METAL FLASHING MONO rm nwn O.C. H1 CLIF SOLID BLOCK CONC. PIER PER PLAN PORCH W/ MONO TRUSSES NTS ROOF BEAM PER PLAN 31MPSON BC4 POST ;AP (FILL ALL NAIL TOLES) POSITIVE CONNECTION SEE SHEET S1. NTS HEADER PER PLAN 5'-6" =— _(2)- R6 LAID _ FLAT --- �, \\ 2x6 JACK .� \\STUD// V o \ / A Lo \1"/BILLER I \ / \ o X / \ / \ / \ 4" / \ / T-2" \ / 2'-0" \ L DOOR W/ 1 SIDE LIGHT OPTIONAL TRANSOM 2x4 BLOCKING BETWEEN TRUSSES "SIMPSON" LUS26 HANGER OR EQUAL NTS ,IGID fAL (ER BOX X kNSITION 3E 111I:11ir11� THERMAL EXPP TANK STRAPPING PEI WATER HEATEI MFR. ALTERNATE ME 2X BLOCKING I UN -ABLE SECUI STRAPPING TO FRAMING A DISTANCE OF NOT LESS THAI FROM CONTRO TO STRAPPING SHALL BE MAINTAINED RIGID PIPE NOT TO EXCEED 2"THROUGH DRYER BOX MOUNT DRYERBOX AS LOW AS POSSIBLE UNLESS YOU HAVE A PEDASTAL OR STACKABLE DRYER TEMPERATURE & PRESSURE RELIEF VALVE (DRAIN PER IPC 504.6 OR LOCAL CODE) LAG BOLT PER SEISMIC STRAP MFR. ANCHOR INTO 2X STUD 4 PLACES SECURE BLOCKING TO WALL FRAMING LOCATE WATER HEATER 18" ABOVE FINISHED FLOO _ OR ABOVE BF REVIEWED FOR WHICHEVER IS CODE COMPLIANCE HIGHER APPROVED DEC 0 9 2020 SECURE BASE — ( City of Tukwila TO WALL BUILDING DIVISION WATER HEATER STRAPPING M 1307.2 NTS ELECTRIC WATER HEATER INSULATION ALL ELECTRIC WATER HEATERS IN UNHEATED SPACES OR ON CONCRETE FLOORS SHALL BE PLACED ON AN INCOMPRESSIBLE, INSULATED SURFACE WITH A MINIMUM THERMAL RESISTANCE OF R-10 (WSEC R403.5.5) RECEIVED CITY OF TUK/ -, 0) / WILA - DEC 0 9 2019 PERMIT CENTER E v N aD w _ Es O _ =' C L C m ® Z U O O 00O coo ono O rn� QN co z Y � Q W w ~ W cr F Q U) D_ LL U) N Q mQrno < L0 \ W � 1= m W �r^ 00 � I.,jN 0 v J VJU ^ t\ J V \ W U Q HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 2373R DATE: 10/28/19 JOB#: 1001-1798 A4-1 FILLER I 1'-6" le 2'-6" 1 V-6" L, 1'-0" 1'-3" FILLER 1'-6" 2'-6" 9" 3'-0" V ITCHEN NTS _ i 0 SINK BASE 2'-0" APW®R NAL NTS 0 in I 9 0 M cur.m 6" 6" m J ) 6'-6" ) LS i I I I I LS I I i DW 00 0 SINK BASE V-0" 2'-0" 3'-0" 2'-0" 3'-0" 62 " 1'-0" 2 KITCHEN NTS NOTES: 1. CABINETMAKER TO VERIFY ALL CABINET DIMENSIONS ON SITE. 2. THIS DRAWING IS AN APPROXIMATE REPRESENTATION FOR THE CABINET DESIGN. ACTUAL CABINET UNITS MAY VARY PER CABINET MAKER. 3. FOR 9' CEILING OPTION -ADD 6" OF HEIGHT TO UPPER CABINETS. —7— SINK B E SINK B E � FILLER 2'-3" 1'-9" 2'-3" IMIST. BATH 0 M r— FILLER I 9 N 9 0 m LS 3'-0" 3'-0" 1 KITCHEN FILLER NTS FILLER 2,-6" 2'-6" 0 ih E=;g- ----------I I I I I I I I I I I I I 1 I I I 0 I REF. I 0 I I I I I I I I I I I I I I FILLER FILLER 2'-3" 1'-0" 2'-3" 2'-6" T-3" 2'-6" Q H FILLER KITCHEN 5 RECEIVED NTS CITY OF TUKWILA NTS DEC 19 2119 PERMIT CENTER E co W E O� O� J T T ®i3j U 7 Q Z (o 00 000 o`00 0 rn[" QN m<� w z o W o w ~ <C � w U) LL w Y�/ ry U) N Ill h O W m>o0co�- Q QasO �Q=Qob F W (o W(Oz0 w LL (!) 00 W F_ W N Y U LIW co FW U 0 HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 2373R DATE: 10/28/19 JOB#: 1001-1798 10d NAILS @ 8" O.C. INTO CRIPPLE WALL TOP PLATES SHEARWALL —� EDGE NAILING LAP SHEATHING AT TOP PLATE SHEARWALL EDGE NAILING NAIL TOP PLATES TOGETHER W/ 10d NAILS @ 12" O.C. SPLICES SHALL BE A MIN. OF 48" ATTACHED W/ 1 Od NAILS @6"O.C. ATTACH OSB SHEATHING TO MUDSILL W/ 8d NAILS PER SHEARWALL PLAN NAILING. II � MUDSILL ANCHORAGE PER - PLAN. SEE SHEET CS I I "FOUNDATION & FLOOR ,`� ' '1 FRAMING NOTES". 1= NOTE: IF CRIPPLE WALL IS TOO SHORT TO FIT ENTIRE STHD HOLDOWN, OR IS MISPLACED, OR IS OTHERWISE UNUSABLE, ATTACH MAIN LEVEL SHEARWALL TO FOUNDATION USING SIMPSON HTT5 ATTACHED TO 3" FRAMING AT MAIN LEVEL WALL W/ (26) 1 Od x 2/Z' NAILS AND 5/$'O THREADED ROD EMBEDDED MINIMUM 11" INTO CONCRETE STEM WALL USING SIMPSON AT-XP EPDXY. TOP FLANGE JOIST HANGER TO HANG OFF THE DOUBLE TOP WHEN HOLDOWNS ARE PLATE OF THE CRIPPLE WALL. REQUIRED WHERE A ATTACH HANGER PER MFR. CRIPPLE WALL IS USED, SPECIFICATIONS. CENTER A SIMPSON MST48 STRAP BETWEEN CRIPPLE WALL AND SHEARWALL ABOVE. NOTE: WHEN CRIPPLE WALL HEIGHT IS SUCH THAT THE STRAP WILL OVERLAP THE HOLDOWN, OFFSET STRAP BY ADDING (2) ADDITIONAL STUDS NAILED \ TOGETHER W/ 16d A LS 16" O.C. NOTE: IF CRIPPLE WALL IS TOO SHORT TO FIT ENTIRE STHD HOLDOWN, OR IS MISPLACED, OR IS OTHERWISE UNUSABLE, ATTACH MAIN LEVEL SHEARWALL TO FOUNDATION USING SIMPSON HTT5 ATTACHED TO 3" FRAMING AT MAIN LEVEL WALL W/ (26) 1 Od x 2Y2' NAILS AND %"0 THREADED ROD AND 5/8" COUPLER ATTACHED TO SIMPSON SSTB16 ANCHOR BOLT 16d NAILS @ 8" SHEARWALL - O.C. INTO RIM EDGE BOARD NAILING It RIM BOARD SHEARWALL NAIL JOIST EDGE FLANGE TO TOP NAILING PLATE PER LAP JOIST MFR. SHEATHING AT TOP PLATE TOE -NAIL RIMBOARD TO SHEARWALL TOP PLATE W/ 10d EDGE NAILS @ 12" O.C. NAILING U.N.O. RIM BOARD OPTION OSB SHEATHING ON ALL — EXTERIOR CRIPPLE WALLS PER DETAIL 1 ON S6 Ifs I II II (2) 2x SILL PLATE NOTE: 1. FOR SEISMIC DESIGN AREAS DO, D1 AND D2,WHERE UNBALANCED BACKFILL DOES NOT EXCEED 4'-0" AND STEM WALL DOES NOT EXCEED 4'-6" IN HEIGHT, STEM WALL IS PERMITTED TO BE 6" THICK W/ (1) #4 CONTINUOUS REBAR WITHIN TOP 12" OF FOUNDATION WALL. (§ R404.1.4.2, EXCEPTION 3.) 2. WHERE THERE IS MORE THAN 4'-0" OF UNBALANCED BACKFILL WALLS MUST BE LATERALLY RESTRAINED AT THE TOP AND BOTTOM (OR) DESIGNED AS A RETAINING WALL. 3. ALL CRIPPLE WALLS ARE TO BE SHEATHED AND NAILED PER SHEARWALL DETAILS AS SHOWN ON PLANS. WHEN PLANS CALL FOR A HOLDOWN AND THERE IS A CRIPPLE WALL AT THAT LOCATION, THERE MUST BE A CONNECTION MADE FROM THE FOUNDATION TO THE MAIN LEVEL SHEARWALL. 3.1. USE A SIMPSON MST48 STRAP AT HOLDOWN LOCATION TO CONNECT CRIPPLE WALL TO SHEARWALL ABOVE (SEE DETAIL 1 BELOW). 4. IF CRIPPLE WALL IS TOO SHORT TO FIT ENTIRE STHD HOLDOWN, OR IS MISPLACED, OR IS OTHERWISE UNUSABLE, THERE MUST BEAN ALTERNATIVE HOLDOWN INSTALLED. THE FOLLOWING METHODS APPLY TO RIM BOARD OR HUNG FLOOR SYSTEM. USE ONE OR MORE OF THE FOLLOWING METHODS: 4.1. USE SIMPSON HTT5 ATTACHED TO 3" FRAMING AT MAIN LEVEL WALL W/ (26) 10d x 21/2' NAILS AND 5l"0 THREADED ROD EMBEDDED MINIMUM 11" INTO CONCRETE STEM WALL USING SIMPSON AT-XP EPDXY (SEE ALT. HOLDOWN OPTION 1). 4.2. USE SIMPSON HTT5 ATTACHED TO 3" FRAMING AT MAIN LEVEL WALL W/ (26) 10d x 21/2' NAILS AND %"0 THREADED ROD AND V COUPLER ATTACHED TO SIMPSON SSTB16 ANCHOR BOLT (SEE ALT. HOLDOWN OPTION 2}. 5. THIS DETAIL IS INTENDED TO SHOW THE SHEAR TRANSFER FROM THE MAIN LEVEL WALLS TO THE PRESCRIPTIVE FOUNDATION USING CRIPPLE WALLS THAT DO NOT EXCEED SIX FEET IN HEIGHT. 2x STUDS @ 16" O.C. SPLICE PLATES W/ SIMPSON LSTA36 STRAP / ( !F l ! J � � co W w J - ! � J w o:, (.� J LLI 0 -7 Z � Q w m2 ccnn� 2x SOLE PLATE 3/4' T&G SUBFLOORING 2x P.T. MUD SILL -IIHII�11h�III��III IN11111I11111f1�� III� � �- � � zm � --) IIII IEWE i u` a = Q --_ 11-111=1 I =1 11—I 11=1I 1=1 I 1=1 11 1 I IE 11=1 I 1=1 11=1 I— =1 =1 1=1=111 1 1 =111=1 I I-=111= — --I 1-1 I I -- - I --- I I - — — - -- — I._IIII -I -- - (I ill -III 1 1 1 I I I _Iii -I f l III I j 1 I REVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 9 2020 City of Tukwila I BUILDING DIVISION I RECEIVED — III STEPPED FOUNDATION / CRIPPLE WALL CITY OF DEC 0 019 9 2019TUKWA SHEAR TRANSFER TO PRESCTIPTIVE FOUNDATION NTS PERMIT CENTER E 0 W E_ Or- c C� as J T ® O = _ O O (0 coo 000 0c) O rn� QN m 1-- Q W > z W of W o ~ U w W Q 0) W tee/ LL � N W Wov- C) mQrno =<ob U > W t—c�0 rW� Z o W uj00 �. o WN 0 Z vJ O 0 W D O OC U_ Q W_ vJ HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 2373R DATE: 10/28/19 JOB#: 1001-1798 (A6 FLOOR (4) 10d NAILS SHEATHING POST OR STUDS — FLOOR PER PLAN - TIGHT TO JOIST PER FLOOR PLAN "SIMPSON" ABU SEE SHEET S1 CONNECTOR OR FOR FOOTING EQUIVALENT SIZE INSTALLED PER MFR. 14 14 POSITIVE CONK. TO FOOTING. T114m., NTS LEGEND = SHEARWALL SEGMENT SIMPSON" STHD14 HOLDOWN SEE A DETAIL 5 ON SHEET S6. (TOTAL = 4) "SIMPSON" STHD14 HOLDOWN SEE B DETAIL 3 ON SHEET S6. (TOTAL = 4) mmm"ll "SIMPSON" STHD14 HOLDOWN SEE C DETAIL 4 ON SHEET S6. (TOTAL = 2) ATTACH MAIN FLOOR TO UPPER FLOOR "SIMPSON" CS14 STRAPS, END LENGTH 016", SEE DETAIL 5 ON SHEET S5. (TOTAL = 8) 1 18"X24" INSULATED CRAWL ACCESS W/ WEATHERSTRIPPING 39'-11 " (18" FOOTING) a. START POINT 9Y2" 2 STOOP BY OWNER 00 I -JOIST @ 19.2 4 TYPICAL MAX. 7 Y4" RISE, C\1 C-q CO O.TYPICALFOUNDATION MIN. 36" SQUARE C (IRC, R311.3) __T — — — — — — — — I C6 MIL VISQUEEN VAPOR JOISTS t3tAK ON 2x4 BARRIER THROUGHOUT �C!RAWIL PONY, WALL OVER 12"x6" Mj FOOTING SPACE. LAP SPLICES 12"'MINj CONTINUOUS! FOOT _CT CRAWL Cq yq, 24"x24"x12" N,,S4 )ACCESS 10, CONC. FOOTING 011 w/ (3) #4 REBAR, E.W. 6-T _ 9,-91 6 34 3 _L1 _j Z �7F7 4TYPICAL '" ONYWALL TRIPPLE ST S4 PAD T_ A/C in 9 bR 4x4 POST - ff L V-8 BLOCKOUT 0) ce) 1_1 Cl) FOR ELECTRIC 1 1 is v F FURNACE 31, 10! ' 21-8" -�4 V71" 41 2 SEE SHEET DETAIL #1 24"x24"x12" 4" CONC. SLAB ON CONC. FTG. 04 w/ (3) #4 COMPACTED GRAVEL —1 C?' FILL. SLOPE SLAB DN. REBAR E.W. 2" TO DOOR. 5� o j -1 L 42"x42"x12" CONC. FOOTING w/ (6) #4 YIEB TOOP BY OWNER I REBAR E.W. I I 6 MAX 7 Y4" RISE,— _j L I F_ _j 11�Z2 -612" 2'-8" 9 9 MIN. 6" SQUARE 0 HID (IR R311.3)tO HD Al 24"0x12" CONC. 2 1 T -621 16-6" PIER W/ POS. CONN. POST TO 8" STEM WALL A p W/ (3) #4 E/W PIER C 16-3" x TTALL 12'-10" ROUGH OPENING 12'-10" 181-01, 21'-11 " (14' FOOTING) 1 39'-11" FOUNDATION VENTILATION TOTAL AREA = 1013 FT1 = 145,872 IN' TOTAL VENTILATION REQUIRED (1/300)=4861N 2 VENTALATION OPENINGS = 8" X 16" ASSUMED NFA =72 IN 2 TOTAL VENTS REQUIRED = 7 VENTS TOTAL VENTS PROVIDED = 9 VENTS TOTAL VENTILATION PROVIDED = 648 IN 2 9 N C14 RECEIVED CITY OF TUKWILA DEC 0 9 2019 PERMIT CENTER FOUNDATION PLAN 1/411 = 1 #-01' 0) Cl) REVIEWED FOR CODE COMPLIANCE APPROVED DEC I I I'll City of Tukwila BUILDL2_DIVISION STRUCTURAI NOV 2 0 2019 ONLY 1) 0 0 E W 0 'r 0Q r_ Q r S m 0 W 0 (0 coo 000 T_ 000 p'. N N < 66 (n W * 66 z Cr W 0 < Lu < T_ ly W U) Uj < Lij 23) 2,r > 00 1- < m q <z: < ob F- :!,� I` Uj w F- cD (0 Z 0 W C�� W C'4 LL (1)00 o F_ U) W Z) 0 HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 2373R DATE: 10/28/19 JOB#: 1001-1798 GENERAL LATERAL NOTES 1.NOCHANGES SHALL 8EMADE WITHOUT THE CONSENT OF THE GENERAL CONTRACTOR AND BUILDING DEPARTMENT. 2. O�.B.WALL SHEATHING 7UO^MINIMUM ONLY FOR EXTERIOR SHEARVVALLG. NA|LGHEARWALLG PER EXTERIOR GHEARvVxLL DETAIL ONSHEET G0U.N.O. 3�NAIL ALL TOP PLATES TOGETHER WITH10d NIAILS@1��C. AND ATSPLICES mW1VdNAILS @0^{lC.LAP SPLICES AMIN. UF48" TYPICAL, NAIL ALL BOTTOM PLATES TOFLOOR SHEATHING AND N1UD0LLW/(2)1OdNAILS EACH STUD BAY. 4. FASTEN ALL O�.B.8HEARVVALL8NX8dNAILS @O^Ol�EDGE AND 12^O.C.FIELD. U.N.C.ATGARAGE PORTALS: FASTEN ALL OGB 8MEARVVALL8NKDdNAILS @4~O.C. EDGE AND 12^O.C.FIELD ammERE PLAN REQUIRES SHEATHING TVBE ATTACHED TOTHE N1UOS|U-0NTHE PONY WALLS PER SHEAJlVWALLDETAILS, P0NYYVALLSTUDS MAY 8EOFFSET TDALIGN NVONE EDGE WHEN 82x6KXUDG|LL|8USED. THIS WILL ALLOW FOR THE REQUIRED K8UD8|LLATTACHMENT. SEE PLANS FOR THIS REQUIREMENT. md'eTsMs, e- , ,m�=8HEARWALLSEGMENT = "8|KXPGON"STHD14HOLDOVVNSEE * DETAIL aONSHEET Gs(TOTAL =4) = 'S|MPSON'STHD14HOLDOWNSEE STRUCTURAL B DETAIL 0ONSHEET S0.(TOTAL =4) NOV uVm19 mmmml = ^S|K0P8ON''STHD1nHDLOOVVNSEE ONLY� �� DETx|L4ONSHEET G0.(TOTAL =2) NMI We] REVIEWED FOR CODE CONPIPLI�NCE APPROVED I nEoovEo CITY oFTuKw(LA DEC 0320N PERMIT CENTER it 5'-114' u� 2x8 RIDGE BOARD 0) 10'-0" I.B.C. CASE 1 ROOF SHEATHING LAYOUT TYPICAL 12" RIPPED ROOF SHEATHING SHEATH ROOF UNDER GABLE \ 4x8 2x6 VALLEY BOARD 2 x 4 LOOK-- FASTENED TO EACH OUTS @ 48" TRUSS W/ (3) 16d NAILS O.C. 2x6 RAFTS S I i (ROOI @ 24" O.C. CUT SHEATHING BACK 1" EA. SIDE OF PEAK FOR �? VENTING \ ' 2x6 BARGE BOARD r _ w GABLE END o w LOOK OUTS F TRUSS 2x4 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -/2X4 NZWO ----�-� - - - - - - - - - - - - - - - - - - - - - - - - - - - - i - LOOK OUTS -------------------- GABLE END 2x6 BARGE EXTERIOR WALL TRUSS BOARD ROOF SAVE OVERHANG 10'-0" 12'-0" 22'-0" 22' DOUBLE GABLE DETAIL 1 SHEATH ROOF UNDER GABLE NTS ATTIC VENTILATION EAVE VENTS = (3) 2.125" 0 HOLES PER BLOCK = * 8.51 IN2 /BLOCK EAVE VENTS =2 3/4 CONT. SOFFIT VENT = 8.5 IN2 / FT DECK VENT ("LOMANCO" DA4) = 9 IN2 / FT RIDGE VENT ("LOMANCO" LOR9-4) = 11 IN2 / FT FLASH VENT ("LOMANCO" OMINI-WALL OW-4 = 9 IN2 / FT * VALUE REFLECTS DEDUCTION FOR SCREEN 1ST STORY TOTAL ATTIC AREA = 204 SQ.FT. = 29,376 IN2 TOTAL VENTILATION REQUIRED 1/300 = 98 IN2 TOTAL EAVE VENT(S) BLOCKS = 13 = 111 IN2 TOTAL EAVE VENT (CONT. SOFFIT) = 0 FT = 0 IN2 TOTAL DECK VENT (INTAKE) = 2 FT = 18 IN2 TOTAL RIDGE VENT = 4 FT = 44 IN2 TOTAL FLASH VENT = 8 FT = 72 IN2 TOTAL VENTILATION PROVIDED = 245 IN2 PERCENTAGE OF EXHAUST TO TOTAL = 47% 2ND STORY TOTAL ATTIC AREA= 1,294 SQ.FT. = 186,336 IN2 TOTAL VENTILATION REQUIRED 1/300 = 621 IN2 TOTAL EAVE VENT(S) BLOCKS = 40 = 340 IN2 TOTAL DECK VENT (INTAKE) = 0 FT = 0 IN2 TOTAL RIDGE VENT = 28 FT = 308 IN2 TOTAL VENTILATION PROVIDED = 648 IN2 PERCENTAGE OF EXHAUST TO TOTAL = 48% 0 D.F. #2 "SIMPSON" HURRICANE TIE H-2.5A UP TO 535# UPLIFT, H-10A UP TO 1015# UPLIFT. 1 1 1 4x8ID.F.42 1 ROOF T4bSSES h 114' RIDGE 1VENTING 5:121 1 1 14' iii I I I I I I, II� 11 I IV I 2x6 OVER FRAMING i ROOF TRUSSES (d) 24" O.C. 4x�1 0 D.F. 42 I 4x10 D\,1 4x4 POST W/ SIMPSON BC4 AP OMNI VENT V LONG PORCH 4 A FRAMING kA4-,r 2 MONO TRUSSES, 24" O.C. LEGEND = CUT OUT FOR VENTING. SEE PLAN FOR HOLE SIZE. f I t I = GUTTER DOWNSPOUT LOCATION SIMPSON X_ = NON-STRUCTURAL FULL HEIGHT WALL FOR SHEET MSTC40 STRAP DOUBLE TOP ROCK ATTACH. ATTACH STUDS TO TRUSS BOTTOM PLATE CHORD W/ (2) 10d NAILS AT EA. FRAMED UP STUD. (6) 16d NAILS INTO = INTERIOR LOAD BEARING WALL EACH SIDE OF BEAM - STAGGERED BEAM PER PLAN NAIL KING FILLER = 22"X30" INSULATED ATTIC JACK STUDS ACCESS W/ WEATHERSTRIPPING AS REQ'D STUDS TO JACK STUDS W/ 16d NAILS KING STUDS @ 16" O.C. 4x10 D.F! #2 #2 TRUSSES �— 5:12 01= — Z_ 4x12 D.F. #2 ROOF TRUSSES, 24" O.C. "LOMANCO" DA-4 BEAM POCKET INTAKE VENT (2') (S3: DETAIL 1) m RECEIVED 11011 202019 CITY OF TUKWILA OND DEC 0 9 2019 PERMIT CENTER WN L rCiRIANCED20ilaISION 1 /4" = 1'-0" Im E [A O V N to E O� J L C m J_ ® I] CL Q Z U O IXT 1 O 0 00O 00 O 0000 O rn� QN m�dN' U) z o LU 0 w F- ry U W t- Q U d W I.J. j) N W WoNr Q mQrno Lo W �' I- m w �Wn�zo vJo�p W CN o WNY 0 U F_ CD Z Q (,L J l.L a HILINE HOMES 11306 62ND AVENUE PUYALLUP WA,98373 (253) 770-2244 ext. 129 PLAN: 2373R DATE: 10/28/19 JOB* 1001-1798 JOISTS @18Z O/C.U.N.O. NAIL PLATES TOGETHER NY1Ud BUILT UP HEADER NAIL PLATES TRIMMER FOOTING CONTINUOUS 2X4 PLATES TYPICAL NTS ATTACHMENT PER 8HEARVVALL DETAILS ENGINEERED --------- CONNECTION- ATTACH MUD8|LLmy 1/2''x1O^ANCHOR BOLT NVSTD. , VVASHER@ 6 FTO.C. � UNODNG2GUEET(|N � SDCDO, D1,D2USE 1l4x3^x3'PLATE (o VVASHER}.EMBED '7 BOLT AMINIMUM 7 INCHES (DO NOT COUNTERSINK.) z� � � _ USE (1)#4CONT REBAR IN FOOTING DRAINAGE SYSTEM ---- WHERE REQUIRED PER LOCAL CODES. (HOME OWNER RESPONSIBILITY) � SOLID BLOCKING ATBEARING !NSDCDO, D1.D2(R5O2J EXCEPTION 2) DOUBLE TOP PLAT+ES LAP AT SPLICES. 2X4 WALL @ 19.2" ATTACH JOISTS TO TOP O.C. STUDS DIRECLTY PLATES W/ (2) 10d NAILS AT BELOW JOISTS TYP. EA. BEARING POINT TYP. 2x TREATED PLATE (OR) 2x PLATE OVER VAPOR BARRIER PONY WALL DETAIL TYPICAL NTS 1. PROVIDE HORIZONTAL BRIDGING BETWEEN STUDS SPACED NOT GREATER THAN 4FEET APART MEASURED VERTICALLY FROM EITHER END OFTHE STUD. MAXIMUM STUD HEIGHT =10'-O"(TABLE 6O2.).NOTE/) a V& �� |NGT�LL,o'O8B8VE�TH|NGTqONES|DEOFPONY�LL{oN�Y|FVuALL|G ACONTINUATION DFANINTERIOR SHEARVYALLFROM ABOVE PER SHEET G1AND G2.SHEAR NAILING PER SHE8RVVALLABOVE. u. |wGoCC.FOOTING PERMITTED TDBEPLAIN CONCRETE UNLESS SUPPORTING ASHEARVVALLORLOAD BEARING WALL ABOVE. THEN USE (1)#4REBAR. FLOOR SYSTEM: 3N^MIN. T&GSUBFLO0RGLUED AND NAILED TO JOIST w/8d@er0.C.EDGE &12^D.C. FIELD. FLOOR JOISTS PER PLAN @18.2"O.C.STACKED OVER MUDG|LLWtS^'R|K8BO8RDATPERIMETER. ATTACHMENT PER - BLOCK JOISTS ATINTERMEDIATE SUPPORTS. GHEARVYALL DETAILS 2xBORATE TREATED MUDG|U-(OR 2XPRESSURE TREATED 4"CONCRETE SLAB OVER COMPACTED GRAVEL FILL °USE (1)#4MORIZ.BAR WITHIN 12" OF TOP OF STEM WALL. °VVMEREA CONSTRUCTION JOINT t�� EXISTS BETWEEN � FOOTING AND STEM } WALL, USE (1)#4VERT REBAR@48"NV v_r^mn^onunn, OMIL POLY VAPOR BARRIER. PLACE L�M�� THROUGHOUT CFA�VL8PAC[�LAP REBAR | EXTEND14"�|N�|NTO | / | | 8TEK8VO4LL (|RC - SEAMS 6"AND EXTEND TO IN FOOTING -- . _�. --_'ION WALL. DAMP PROOF / |— EXTERIOR FOUNDATION WALLS. VRC DRAINAGE SYSTEM WHERE -/ 18 R4OO1> REQUIRED PER LOCAL CODES. (HOME OWNER ~FOOTING WIDTHS MAY VARY. SEE ' FOOTING VNDTHG MAY VARY. SEE RESPONSIBILITY) GHEET81 FOR FOOTING SIZES. SHEET S1FOR FOOTING VNmTHG. ��u��x��U^�� UU FOUNDATION' 0��8V K-��yK-�U��~�U U��8�� K_�K��U��_ / �� ENGINEERED CONNECTION- ATTACH 2X PRESSURE TREATED ANCHOR BOLT W/ STD. n REBAR REQUIREMENTS: UNO ON S2 SHEET. (IN co ' SLOPE MAX. 4'-6"\8/A�-L. MAX. 4-4" B/\CKFILL NTS PRESCRIPTIVE FOUNDATION NOTES: 1. THE MINIMUM YIELD STRENGTH OF REINFORCING STEEL SHALL BE4O.00OPSI (GRADE 44. u. WHERE SPLICES ARE NECESSARY, LAP SPLICES 24rMIN. MAX. 4'-6" MAX. 4'-0" ILL PRESCRIPTIVE FOUNDATION NOTES: 1. THE MINIMUM YIELD STRENGTH OFREINFORCING STEEL SHALL BE4O.00OPSI (GRADE 4V). 2. WHERE SPLICES ARE NECESSARY, LAP SPLICES 24^MIN. NTS NAIL FLOOR SHEATHING TO RIM NAIL SOLE PLATE TO RIM W/ 16d 2x MUDSILL TO HANG OVER FOUND. APPROXIMATELY Y2". ATTACH WALL SHEATHING TO TOE -NAIL RIM BOARD TO ENGINEERED CONNECTION - ANCHOR BOLT W/ STD. WASHER PLATE VVASHER).EMBED BOLT A MINIMUM 7INCHES (DO NOT COUNTERSINK.) )�s 11 L L NNECTI N OPTIONAL RIM JOIST NTS "@MPGON A8UCONNECTOR OREQUIVALENT INSTALLED PER MFR. INSTRUCTIONS. ATTACH TDCONCRETE PIER PER PLAN NK518 x6' "SIMPSON^T|TENHID OR EQUIVALENT. , . ^ ^, ,# ||| | ^ ^ ^ ^ REVIEVVEDFOR CODE COMPLIANCE POST PER PLAN ^ ^, ^ ^� ~^ ~ � ^ ^ ' POST TO PIER CONN7 STRUCTDRAI NOV oomm ONLY RECEIVED CITY opTunw/Lx DEC 89 200 PERMIT CENTER FASTEN BLOCKING TOTOP ------ PLATE W/ "SIMPGDN^RBC CLIPS @24"O.C. FILL ALL NAIL HOLES. 2xVENT BLOCKING WtBORED --- HOLES & INSECT SCREENS. EDGE NAIL N0xdNAILS &D6'O.C. THROUGH ROOF SHEATHING INTO BLOCKING. TOE -NAIL ~^ BLOCKING TOEACH TRUSS YV141) 1OdNAIL EA. END 0FBLOCK/ �p�� p42>$}TOP PLATES NVMIN. 4O LAP. ATTACH Wt1OdNAILS @ 12^O.C.TYPICALLY AND ATOr O.C.AT LAPS. U.N.O.SHEET S2 TYP. WALL SHEATHING: SHEATH W/MIN. 7M6"{l�B. ATTACH TOWALL STUDS STOOD UPRIGHT ORBLOCKED NV8d NAILS @ 6'O.C. EDGE AND 12' O.C.(U.N.O.ONSHEET SgFIELD. SHEATHING MUST 8EATTACHED T0K8UOG|LLSEE S2SHEET FOR 8DD|T|ONALREOU|REKxETS. SPLIT SEAM BETWEEN ---- ROOF SHEATHING AND ` SOFFIT PLYWOOD gN_--- °~ BLO-CK0Nfli«A|[E156E8 -----TVBLOCKING m08d � NAILS @ 61'O�C, INSULATION PER / SOFFIT � / (WHEN USED) \ �� OG8ROOF SHEATHING PER PLAN e z'� z"11111 ""' INSULATION BAFFLE Wt VENT BLOCKING - V AIR SPACE FOR ROOF DIAPHRAGM -- - - - - E°°=---____----/_-�r=�0_____� \ TRUSS TAIL �-''8|K0PSONTRUSS CLIPS PER 8O SHEET. FILL ALL NAIL HOLES. / BEND TO CLEAR BOTTOM --�� CHORD. (WHERE REQUIRED AT � v LAP WALL SHEATHING ATPLATES. LOCATION MAY VARY DEPENDENG 0NWALL HEIGHTS. ATTACH WALL SHEATHING ATBOTH THE TOP OF THE MAIN LEVEL WALL AND THE BOTTOM OFTHE UPPER LEVEL WALL. ATTACH SHEATHING TO --- BOTTOM PLATE vW1ndNAILS HOLDOVNCONNECTIONS MAY 8EREQUIRED. SEE SHEET G2 FOR TYPE AND LOCATION. E�E�ORV�L ATTACH BOTTOM PLATE VW 10dN�LG��O.0 11 7/8" MANUFACTURED "I" JOISTS AND RIM JOISTS PER ATTACH ALL BOTTOM P�T�N01OdN�LG@� O.C. pq2XBTOPPLArEGN0Ko|N.— 4�LAP. /A-AACHm�1OdNAILS ��12'O.C.TYPICALLY AND AT TYP. WALL SHEATHING: UNLB�NOTED OTHER�SE SHEATH BOTH SIDES �0MIN. 1�" G�KB.ATTACH TOVKALLSTUDS STOOD UPRIGHT ORBLOCKED N0 TYPE GORTYPE VVDRYVV8LL OCREVVG0�4'EDGE AND 4''RELD. FIRE TAPE ALL 8EA/NS.SEE THE 82 SHEET FOR ADDT|ONAL RREQUIREMENTS. FLOOR SYSTEM: 3M"NUY�T&GGUBFLOORGLUED AND N��DTOJOK�wYOd@� O.C.EDGE &12^O.{�FiELD MOLDOVN«CONNECT|ON8 STACKED FLOOR JOISTS PER PLAN MAY BEREQUIRED. SEE ��1e.o''D.C.BLOCK JOISTS xT THE GuSHEET FOR TYPE INTERMEDIATE SUPPORTS. AND LOCATION. INSULATION / LATONPE SnEE �Ao /TDACMS.VKB. SHEATHING TOBOTTOM PLATE AND \ K8UDG|LLwWTYPE S0RVV \ SCREWS @4^O.C. EDGE AND 4' ~-- � --- /- | |GARAGE � ENGINEERED _J/ SEE HOUSE CONNECTION- ' FOUNDATION DETAIL SEE FOUNDATION / FOR SIZE AND RE8AR DETAIL. ' REQUIREMENTS. (j�EXTERIOR WALL FRAMING TYPICAL WALL FRAMING SECTION NTS � I DDIAPHRAGM|| || CONNECTION DETAILPER PLAN. EXTERIOR WALL STUDS @1��C. INSULATION PER 5/4^MIN. T&GSU8IFLOORGLUED AND NAILED TO @ 6" D.C. EDGE &12^O.C.FIELD. STACKED FLOOR JOISTS PER PLAN @1S.2''O.C.BLOCK JOISTS AT INTERMEDIATE SUPPORTS. ENGINEERED CONNECTION - SEE FOUNDATION I DETAIL. I SEE GARAGE FOUNDATION DETAIL FOR SIZE AND REBAR ME OR 'LIN GARAGE / HOUSE SEPARATION WALL JOISTS STACKED ON FOUNDATION WALL NTS 2x6 DOUBLE TOP PLATE INSULATION 2x6VERTICAL DRYWALL EXTGMeBTo|N6 Im (2) 10d NAILS EA. STUD BAY INTO RIM BOARD TOE -NAIL mMBOARDm TOP PLATES vwI Odmwm no12"».C. OSB TO LAP AT TOP PLATE xmwmm @ 12" INTO TOP PLATES FRAMING DETAIL FLOOR TO FLOOR CONN. NTS STFtUCTURAL NOV %o019 nsysmEo+om �COoEoomPLmwoc| / APPROVED | City of Tukwila i BUILDING DIVISION Rscswsu CITY opTumwux DEC 03019 PERMIT CENTER NA|LTOPPLATEG ---_ TOGETHER NV1Od NAILS @ 12'O.C. BIRD BLOCKING. V]R> CONT. BLOCKING. NAIL THROUGH ROOF ' || SHEATH. N0OdNAILS @ NAIL MIN. '/1n WALL SHEATHING NVOd COMMON NAILS @ 6' 0.C.EDGE AND 12" O.C.FIELD (U.N.O. O0S2 SHEET) NAIL TOP PLATES ----- TOGETHER m01OU NAILS @ 12^O.C. BIRD BLOCKING. (OR)--� CONT. BLOCKING. NAIL THROUGH ROOF SHEATH. mVWdNAILS @s''O.C. || _ ~ ^ ` WALL .FASTEN N08d | | � COMMON NAILS @O^Ol� | || EDGE AND 12^{lC.FIELD ---^~ p— uxmuuu/u- STUD BAY BLOCKED ENGINEERED CONNECTION FROM MUDSILL TO FOUNDATION. PRESCRIPTIVE EXTERUOR SHEA N U � OVER PRESCRIPTIVE FOUNDATION WALL NTS FLOOR FRAMING ABOVE NAIL TOP PLATES TOGETHER — mK101 NAILG@ 12"O.C. UX[L WINDOW ORDOOR HEADER —~ NAIL NKOdCOMMON NAILS @8^ O.C.EDGE AND 12'O.C.FIELD (U.N.D.ONS2SHEET) 2xSTUDS @16'0.C.------- (2)10dNAILS EA. STUD BAY —., "SiKAP8ON"GTHD14HOLDDOVVN. ATTACH PER MFR. SPECS. | `| ----|'|� ' 2xSTUDS ---+STOOD STUD BAY CONNECTION FROM MUDSILL TO FOUND. PRESCRIPTIVE FOUNDATION SH EA U U K—��A8 U �,4J -OVER PRESCR`IPTIVE FOUNDATION WALL ^ FLOOR FRAMING ABOVE NAIL TOP PLATES TOGETHER N Al I Wl 10d NAILS @ IZ'O.C. U.N.C. WINDOW OR DOOR HEADER O.C. EDGE AND 12" O.C. FIELD T.� 11BLOCKED I' PANELS PANELS HOLDDOWN. ATTACH PER P][MUDSLL--------� /0^` U ^ || !U/ |�0 _U� ��#�� / ~~ #4HORIZONTAL REB8R),,S-HEARWALL DE 1 1-1 - --- p][K8UDG|LL-------� /o/`~ o ^ || |,| ^ ||01 ^U ~ U ^ �aF #4HORIZONTAL RE8ARstHEARWALL DETAL --~ BIRD BLOCKING OR TRUSS BOTTOM CHORD. NAIL THROUGH ROOF SHEATH. — m88dNAILS @ 6'0.C.AT E/V/EENDG GARAGE HEADER N0—� MIN. 8^BEARING — NAIL TOP PLATES TOGETHER — NV10dNAILS @ 12''0.C. U.N.O. NAIL N88dCOMMON NAILS @ 4' n.C.EDGE AND 12'O.C. FIELD (U.N.O.O0S2 SHEET) oxSTUDS @1a''O.C.--------- (2) 10dNA|LG EA. STUD BAY -- ATTACH SHEATHING nD---- xxUoSxuAND BOTTOM PLATES NV0dNAILS @ 4'O.C. ^8|KUP8ON''GTHD14MOLDOVVN. ATTACH PER MFR. SPECS. P.T. MUDSILL STRUCTURAt mwuomm 0 NUY RECEIVED CITY OF TUKWILA DEC 0V20M PERMIT CENTER 361 LEGEND A = 22"X30" INSULATED ATTIC ACCESS W/ WEATHERSTRIPPING ELECTRIC SYMBOLS LIGHT SWITCH SURFACE MNT. LIGHT 0 110 V. DUPLEX OUTLET RECESSED CAN LIGHTS 110 V. HALF -SWITCHED OUTLET 220 V. OUTLET WP$ WEATHERPROOF OUTLET GFIO GROUND FAULT INTERRUPTER A TELEPHONE JACK Q TELEVISION OUTLET EQUIPMENT CONNECTION SMOKE / CARBON MONOXIDE DET (• SMOKE DETECTOR EXHAUST FAN - V.T.O. SA SUPPLY AIR RA RETURN AIR NOTE 1. EXACT LOCATIONS OF ELECTRICAL FEATURES SUCH AS SWITCHES, OUTLETS, LIGHTS, OPTIONS, ETC. MAY VARY PER BUILD AREA AND ELECTRICAL CONTRACTOR. 2. EXACT LOCATIONS OF HVAC SUPPLY AND RETURN VENTS MAY VARY PER BUILD AREA AND HVAC CONTRACTOR. 3. A MINIMUM OF 75% OF LAMPS IN PERMANENTLY INSTALLED LIGHTING FIXTURES SHALL BE HIGH -EFFICACY LAMPS. (WSEC R404) PANASONIC WHISPERGREEN FV-05-11VKS1. - MIN SETTING 30 CFM CONT. (VARIABLE TO A MAX OF 80 CFM) ELECTRICAL NOTES 1. SMOKE DETECTORS SHALL BE 110v. HARD WIRED WITH BATTERY BACKUP AND SHALL BE INTERCONNECTED. OWNER SHALL BE RESPONSIBLE FOR SMOKE DETECTORS IF A MONITORED FIRE SYSTEM IS REQUIRED. 2. ELECTRICAL CONTRACTOR SHALL COORDINATE LOCATION OF PANEL AND METER WITH CONTRACTOR. 3. ELECTRICAL CONTRACTOR SHALL PROVIDE HEAT -LOSS CALCULATIONS (OR) FOLLOW THE PRESCRIPTIVE PATH REQUIREMENTS FOR SIZING HEATING EQUIPMENT. 4. ELECTRICAL CONTRACTOR SHALL CONFORM TO ALL LOCAL AND STATE CODES. 5. EXACT PLACEMENT OF OUTLETS MAY VARY DEPENDING ON CONSTRUCTION VARIABLES. 6, WHERE A DRYER IS VENTED TROUGH A FOUNDATION VENT THE VENT MUST BE COMPLETELY SEALED TO PREVENT MOIST EXHAUST AIR FROM REENTERING THE CRAWL SPACE. PANASONIC WHISPERGREEN FV-05-1 1 VKS1. - MIN SETTING 30 CFM CONT. (VARIABLE TO A MAX OF 80 CFM) REVIE1 tifL , _. , CODE COi4PLlANCE APFROVED DEC 0 9 2020 City of Tukwila BUILDING DIVISION MECHANICAL VENTILATION • WHOLE HOUSE VENTILATION USING CONTINUOUSLY RUNNING EXHAUST FANS IN MASTER BATH AND GUEST BATH (SEE PLAN FOR CFM SETTING FOR EACH FAN). • EACH HABITABLE SPACE SHALL HAVE AN OPERABLE WINDOW WITH AN OPENABLE AREA NOT LESS THAN 4 SQUARE INCHES OF NET FREE AREA OF OPENING FOR EACH 10 CFM OF OUTDOOR AIR REQUIRED. • IRC § M1507.3.4, TABLE M1507.3.3(1) RECEIVED LECTRICAL PLAN CITY OF TUKWILA DEC 0 9 203 PERMIT CENTER A- 114" = 1'-0" E Ul t3 N W (D _° E O� J t O i TT Q ® U O XT 0 (0 000 00 O 000 QN mSdN' E- Q c- U * 66 z p W o w H W W W Q D_ W W W M O Q mQ0)O =Q>0r0 � > d W 5 v 1-= cs W cs> z o W V" (� oW� 0 WN U F- J U z LL W W HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 2373R DATE: 10/28/19 JOB#: 1001-1798