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Home My WebLink AboutPermit D19-0404 - TESSEMA-BARKE - ADUTESSEMA-BARKE ADU 4119 S 150T" ST FINALED 06/22/2023 D19-0404 C) Parcel No: ��^�xx "�� '��x°v^U .~K=� ��o Tukwila Department of Community Development 6300SouthcpnterBoulevard, Suite #100 Tukwila, Washington 9B1WD Phone: 206'431'3670 Inspection Request Line: 2U6'438'9350 Web site: http://w/ww.TukwUaVVA.mox ACCESSORY DWELLING UNIT PERMIT 1422700060 Permit Number: 41195150THST Project Name: TESSEMA-BARKE ADU Issue Date: Permit Expires On: Dl9-04O4 5/Z7/ZO2U 11/23/20ZO Owner; Address: Contact Person: Name: Contractor: License No: Lender: Name: Address: SH[LD0NSK4ITH HI -LINE HOMES 11306 62mDAVE ['PUYAiiUP,WA, 98373 H|UNH*9838n Phone; (253)380-2357 Phone: (253)340'1849 Expiration Date: 11/8/2021 DESCRIPTION OfWORK: CONSTRUCT A DETACHED 792 SQ FT ADU TO THE REAR OF THE NEW SFR. PUBLIC WORKS ACTIVITIES INCLUDE ACCESS, EROSION CONTROL, LAND ALTERING, STORM DRAINAGE AND STREET USE. PROJECT ON VALLEY VIEW SEWER AND WD#125 WATER. Project Valuation: $102,698.00 Type of Fire Protection: Sprinklers: Fire Alarm: Type ofConstruction: VB Electrical Service Provided by: TUKWILA Fees Collected: $13,315.43 Occupancy per IBC: R-3 VVate/0s\rict: 125 SewerD\sthc1: VALL[YV|EVV Current Codes adopted bythe City ofTukwila: International Building Code Edition: international Residential Code Edition: international Mechanical Code Edition: Uniform Plumbing Code Edition: international Fuel Gas Code: 2015 2015 2015 20.15 2015 National Electrical Code: VVACities Electrical Code: VVA[Z96'46B: Code: ublic Works Activities: Channdboton/SthpinA: Curb[ut/Access/Sidewa|k: 1 Fire Loop Hydrant: Flood Control Zone: MauUnA/OversizeLoad: Land Altering: Volumes. Cut: 58 Fill: 250 Landscape Irrigation: Sanitary Side Sewer: Number: O Sewer Main Extension - Storm Drainage: � Street Use: l Water Main Extension: Water Meter: No Permit Center Authorized Signature: / Date: � |hearbycertify that | have read and examined this permit and know the same tobetrue and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work, I am authorized to sign and obtain this development permit and agree tnthe conditions attached tothis permit. Signature: Print Name: This permit shall become null and void ifthe work bnot commenced within 18Odays for the date ofissuance, orif the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: 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. 2: 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. 3: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 4: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 5: When special inspection is required, either the owner orthe registered designpnxfessiuna|innsponsib|e charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in atimely manner. 6: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 7: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 8: All wood toremain inplaced concrete shall hetreated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. Dl A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. Il: Water heaters shall beanchored orstrapped toresisthodzonta|dbp|acementduetoearthquakemctinn. 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. 12: Preparation before concrete placement: Water shall beremoved from place nfdeposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall beremoved from spaces tobeoccupied byconcrete. ll VALIDITY OFPERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances ofthe City ofTukwila shall not hevalid. The issuance ofapermit based nnconstruction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 14: Manufacturers installation instructions shall beavailable onthe job site atthe time ofinspection. 15: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 16: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source o/ignition isnot less than l8inches above the floor surface onwhich the equipment orappliance rests. 17: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 18: mnportion ofany plumbing system orgas piping shall beconcealed until inspected and approved. lg: All plumbing and gas piping systems shall be tested and approved usrequired bythe Plumbing Code and Fuel Gas Code. Tests shall beconducted inthe presence ofthe Plumbing Inspector. |tshall bethe duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work isready for inspection. 20: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision ismade toprotect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall beinsulated tominimum R.3, ll: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall hpprotected bysteelnai|p|atesnot|eathan1Ogau0e. 22: Piping through concrete ormasonry walls shall not besubject toany load from building construction. No plumbing piping shall bedirectly embedded inconcrete ormasonry. 23: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls or partitions shall beprotected inaccordance with the requirements ofthe building code. 24: Piping inthe ground shall belaid onafirm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderK||'frozen earth, orconstruction debris, 25: The issuance ofapermit nrapproval ofplans and specifications shall not beconstrued tobeapermit for, or anapproval of, any violation ofany ofthe provisions ofthe Plumbing Code o,Fuel Gas Code or any other ordinance ofthe jurisdiction. 26: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 4O2ofWashington State Amendments 27. **^PUBUCWORKS PERMIT [UNO|T|0NS~~^ 28: MIN, Z4HKS|NADVANCE applicant orcontractor shall call (2O6) 438-935Otoschedule amandaturtPRE- Con The applicant orcontractor must notify the Public Works Inspector at (206) 438-9350 upon commencement and completion ofwork atleast Z4hours inadvance. All inspection requests for utility work must also hemade Z4hours inadvance. 41: Applicant shall obtain a sanitary sewer permit from Valley View Sewer District @ 206 242-3238 and a water meter permit from VVD#12S. 29: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:0Op.m.and weekends. 30: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall besubmitted tothe Inspector for prior approval. 31: The City ofTukwila has anunden&roundinXordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 32/ Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control, Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon nnFriday preceding any weekend work. 33: Any material spilled onto any street shall becleaned upimmediately. 34: Temporary erosion control measures shall be implemented as the first order of business toprevent sedimentation off -site o,into existing drainage facilities. 35: 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. 36: The Land Altering Permit Fee is based upon an estimated 50 cubic yards of cut and 250 cubic yards uffill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference inpermit fee prior tothe Final Inspection. 37; From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise nfIOfeet ormore and will beunwo/kedfor greater than l2hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days, Covered material must bestockpiled onsite utthe beginning ofthis period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 38: From May I through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly, All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 39: Abond o/cash equivalent inthe amount of $4'5U0.0O(l50%xcost ofconstruction within the City right -of- ,vay)modeuvttnLheC/tyofTukwi|aforpossih|epropertydama&escausedbyoctivites 40: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 42: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #Z43G) 43: All new sprinkler systems and all modifications tuexisting sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior tosubmittal tothe Tukwila Fire Prevention Bureau, musprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 45: New and existing buildings shall have approved address numbers, building numbers o/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 heArabic numbers oralphabet letters. Numbers shall beaminimum nf4inches (10Zmm)high with aminimum stroke width ofO.5inch (1ZJmm), ({FC 5061) 46: Adequate ground ladder access torescue windows shall beprovided. Landscape aflat, l2'deep by4'wide area below each required rescue window, (City Ordinance #Z435) 47: Maximum grade for all projects is 10% with a cross slope no greater than 5%. (IFC D103.2) 44: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests, (City Ordinances #243Gand #Z437) 48: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval ofsuch condition orviolation. 49: An approved automatic fire sprinkler extinguishing system is required for this project, (City Ordinance #2436) 50t All new sprinkler systems and all modifications toexisting sprinkler systems shall have fire department review and approval ofdrawings prior toinstallation o/modification, New sprinkler systems and all modifications tosprinkler systems invo|vingmorethan SDheads shall have the written approval ofFactory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior tosubmittal tnthe Tukwila Fire Prevention Bureau. N*sprinkler work shall commence without approved drawings. (City Ordinance No. Z436). 52: New and existing buildings shall have approved address numbers, building numbers orapproved building identification placed in a position that is plainly legible and visible from the street urroad fronting the property. These numbers shall contrast with their background. Address numbers shall beArabic numbers oralphabet letters, Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width ofO.Sinch (l27mm). (|F[5OS1) 53: Adequate ground ladder access torescue windows shall beprovided. Landscape aflat, 1Z'deep by4'wide area below each required rescue window. (City Ordinance #2435) 54: Maximum grade for all projects is 10% with a cross slope no greater than 5%. (IFC D103.2) 51: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #Z436and #Z437) 55: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval cfsuch condition urviolation. 56: ADDRESSING REQUIREMENT: ASSIGNED ADDRESS FOR THE DETACHED ADV(PERMIT PDl9O404): 4119SI50TMJT AS5|GNEDADDRESSRJRTHEMAIN HOUSE (P[RW[r#D19-02l9): 41155150THST TVKVV|LA 98188 PARCEL NUMBER FOR BOTH ADDRESSES: I42Z700U60 BOTH ADDRESSES NEED TO BE VISIBLE FROM THE STREET. IF EACH BUILDING ADDRESS IS NOT VISIBLE FROM THE STREET, THEN THE ADDRESS NUMBERS MUST ALSO BE POSTED AT THE DRIVEWAY. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206)488-9350 CITY OF TUKWI Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://wvvw.TukwilaWA.gov Building Permrii4o. DI 9 - 04- 0 Project No. Date Application Accepted: Date Application Expires: tc-24-20 (For office use only) CONSTRUCTION PERMIT APPLICATION 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 1-m. Site Address: 5 rom King Co Assessor's Tax No.: t A121.7)10 C,1 (ea Suite Number: Floor: Tenant Name: New Tenant: [1] Yes 11. No PROPERTY OWNER Name: Py- -T-mi,,, Address: ---2,--)2•0...\---, L..\\,......\-ri. r••,,,317... 5 \)--1A-1--col City: ksz_Nsi— State: \,) f. Zip:9 v)v1., CONTACT PERSON - person receiving all project communication Name: Address: Ik)Kli ‘ --)-2...i.v c-i- ...--,.._ . City: State: \ jil, 1 Zip: Phone: •-j_s- 1 ••u(s -L-3, c-,-) Fax: Email: &11\?..,,,t),•,\Z GT3F-A.,(PJS -,-N. . GENERAL CONTRACTOR INFORMATION Company Name: Address: City: r1-.),k3y 9 State: \ Zip: -3, Phone:' Fax: :....N.:.„,‘..,,Fax: Contr Reg No.: t.ki. LIN) 491-31.30 Exp Date: t k f i,,I.vot Tukwila Business License No.: ARCHITECT OF RECORD Company Name: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: t_v\ L.`i t.,..),:." 0 t•dq._- S Engineer Name: Address: City: State: Zip: Phone: Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: HAApplications\Forms-Applications On Line‘20I 2 Applications \Permit Application Revised - 2-7-12.docs Revised Febnary 2012 bh Page 1 of 4 U LDING PERMIT INFORMATION -431 3670 Valuation of Project (contractor's bid price): $ Describe the scope of work (please provide detailed information): C...Z1"3 31L, P)j Existing Building Valuation: $ —\ otA \p,oNA•31.-- 0,1,"› coNp\ak, -vn \,\.)INT-12,11, . STwNN, statN.'"R. T") \\-\`'13:—t ScO •rye, Will there be newrack storage? 0 ....Yes E..No If yes, a separate permit and plan submittal will be required. Provide AII Building Areas in Square Footage Below Existing lnterior Rernodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per H3C ' Floor 2Floor 'd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (arca of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that Ihe principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: IA Compact: Handicap: Will there be a change in use? 0 „..,„ Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers 0 Automatic Fire Alarm a None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? El Yes E No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11 paper including quantities and Material Safety Data Sheets, SEPTIC SYSTEM 12 On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. 11- \Applications\Forms-Applicaliona On Linek2012 ApplicationsTermh Application Revised - 2-7-12.ducs Revised. February 2012 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORrION — 206-433-0179 Scope of Work (please provide detailed information): NIP, Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District 0 .. Tukwila K....Water District #125 0 .. Water Availability Provided Sewer District 0 .. Tukwila EJ .. Sewer Use Certificate 0 Highline 0... Renton _..Valley View 0...Renton 0 ...Sewer Availability Provided Seattle Septic system: 0 On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County IIealth Department. Submitted with Application (mark boxes which apply): o _Civil Plans (Maximum Paper Size — 22" x 34") 0 .. Technical Information Report (Storm Drainage) O Bond 0...Insurance 0...Easement(s) Proposed Activities (mark boxes that apply): 0 .. Right-of-way Use - Nonprofit for less than 72 hours 0-.. Right-of-way Use - No Disturbance 0 .. Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 0 .. Total Cut 0 .. 'rota' Fill cubic yards cubic yards 0... Sanitary Side Sewer 0 Cap or Remove Utilities O Frontage improvements 0 Traffic Control Backflow Prevention - Fire Protection Irrigation Domestic Water 0...Geotechnical Report 0...Maintenance Agreement(s) El .. Traffic Impact Analysis 0 Hold Harmless — (SAO) 0 Hold Harmless — (ROW) 0...Right-of-way Use - Profit for less than 72 hours 0... Right-of-way Use — Potential Disturbance 0...Work in Flood Zone 0,.. Storm Drainage 0... Abandon Septic Tank 0... Curb Cut 0.,. Pavement Cut 0... Looped Fire Line • • 0...Grease Interceptor 0... Channelization 0...Trench Excavation 0... Utility Undcrgrounding 0 .. Permanent Water Meter Size (1) " WO # (2) " WO # (3) " WO # D .. Temporary Water Meter Size (() " WO # (2) " WO ti (3) " WO # 0 .. Water Only Meter Size " WO # 0.- Deduct Water Meter Size ,t 0 .. Sewer Main Extension. Public 0 Private 0 0 .. Water Main Extension._ ..... Public 0 Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) .. • Water 0 .. Sewer 0 .. Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip 11:V1pplicalions‘Forms-Applications On Line\2012 Applications\ Permit Application Revised - 2-7-12.doce Revised, Febniary 2012 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by thc 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. The Building Official may grant one or more extensions of time for additional periods not exceeding 90'days each, The extension shall be requested in writing and justifiable cause demonstrated. Section 1053.2 International Building Code (current edition). I HEREBY CERTIFY THAT 1 HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY I3Y THE LAWS OF THE STATE OF WASFI1NGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWEI�K AUT50RIZED AGENT: Signature: /1-- Print Name: VI- • .5i-4-Ek-s>or.) C; ./07 Mailing Address: 1 , Dat„ s 101 Day Telephone: 4- City Stoic Zip H \Applications Wonns-Applications On Line \20 I 2 Applications1Permit Application Revised 2-7-12 doers Revised February 2012 bh Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK , . $7,796.33 D19-0404 Address: 4119 S 150TH ST Apn: 1422700060 $7,796.33 DEVELOPMENT $2,324.34 DEVELOPMENT FIRE - RES R000.342.400.01.11 0.00 $150.00 PERMIT FEE R000.322.100.00.00 0.00 $1,567.84 WASHINGTON STATE SURCHARGE 0640.237.114 0.00 $6.50 PW CONSTRUCTION PLAN REVIEW 0000.322.100.00.13 0.00 $300.00 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $300.00 , IMPACT FEE $4542.00 FIRE R304.345.852.00.00 0.00 $1,683.00 PARK R301.345.851.00.00 0.00 $2,859.00 MECHANICAL . $195.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $195.00 PLUMBING $260.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $260.00 PUBLIC WORKS $359.00 BASE APPLICATION FEE R000.322.100.00.13 0.00 $250.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $72.00 GRADING PLAN REVIEW 0000.322.100.00.13 0.00 $37.00 TECHNOLOGY FEE $115.99 TECHNOLOGY FEE R000.322.900.04.00 0.00 $115.99 TOTAL FEES PAID BY RECEIPT: R20825 $7,796.33 Date Paid: Wednesday, May 27, 2020 Paid By: FEKADE TESSEMA-BARKE Pay Method: CHECK 104 Printed: Wednesday, May 27, 2020 1:46 PM 1 of 1 DESCRIPTIONS ACCOUNT QUANTITY PAID PerrnitTRAK ,500.00 D19-0404 Address: 4119 S 150TH S'T Apn: 1422700660 $4,500.00 PUBLIC WORKS 4 500 00 PW BONDS/DEPOSITS B000.239.100 0.00 $4,500.00 TOTAL FEES PAID BY RECEIPT: R20826 $4,500.00 •••••••••••11101“..0••••••••••••••••••••••••••••••••• Date Paid: Wednesday, May 27, 2020 Paid By: FEKADE TESSEMA-BARKE Pay Method: CHECK 103 Printed: Wednesday, May 27, 2020 1:48 PM 1 of 1 • • SYSTEMS DESCRIPTIONS ACCOUNT 1 QUANTITY 4: D19-0404 Address: 4115 S 150TH ST A pn: 1422700060 PAID $1,019.10 $1,019.10 $1,019.10 $1,019.10 $L0/9.1.0 R000.345.830.00.00 TOTALFEES PAID BY RECEIPT: R19353 Date Paid: Friday, December 20, 2019 Paid By: TESSEMA-BARKE FEKADE Pay Method: CHECK 107 Printed: Friday, December 20, 2019 9:43 AM 1 of 1 CR SYSTEMS v KEYILEGEND: 0 PROPERTY CORNER UNDERGROUND ?OWE A COMMUNICATIONS CONTOURS PROPERTY BOUNDARY — EXISTING STRUCTURE — PROPOSED HOME & ADU SURFACE FLOW $ EXISTING PAVEMENT - - SILT FENCE CLEARING LLYTE as 2' LANDSCAPING ROCKERY DOTING FENCE DOWN SPOUTS TO DISPERSION TRENCH CONK. ENTRANCE 2102 20 0 65 1,6 SOUTH 150th STREET EX. SIDEWALK 8" MAIN TEMP. CONST, ENTRANCE 4 CAR PROPOSED�1 DRIVE LIMIT OF CLEARING RV'IOUS PATH TO ADU FOOTING DRAIN NEIGHBORING HOME EX. NEIGHBORING' KEYSTONE LANDSCAPE WALL FOOTING DRAIN NOTE: DIRECT FOOTING DRAINS TO DISPERSION TRENCH APPROXIMATE : CUT =50 YRDS FILL = 250 YRDS ;- 7 20 FOOTING DRAIN PROPOSED DISPERSION -- TRENCH 45' LF 40 al mall €. a, fa nfi Scale: 1' = 20 feet BAY yr x260,psfx 60.0 COV. PORCH 18 PROPOSED 4 BDRM HOM FF EL: 260.00' PROPOSED ADU FF EL: 260.00 TW 256.0' BW 254.0' _.10' EX. CATCH BASIN VAU LT 1 EX. TREE TO REMAIN h ' oseTips tqc iPv the Pub ,'rks Dcnartientf�r. er�iance with cu Tuft 4 SAL U SL I lu : , ✓ standaTt . 0.eprddGU IJ suhicct to crro s :ssions which do not authorize violations of Tted stanle 's' S!' c j d sib lily he adeq iae aesign rests totally svi.h the ! aeTildd?J i tdsletions or revisions to the°. CBA Y 'IJings after this date will void this acceptance mill require a resubmittal of revised drawing -CONSULTING suhscquent approval. Ji acceptance is subject to field inspection by Public works utilities inspector. By: IXc RANT X. CATCH BASIN EX. SIDEWALK SILT FiNCE EX, RETAINING WALL SIDE SEWER SERVICE STUB- t T 4" PVC TO DOWNSPO "WATER SERVICE X, CE 'STONE WALL GHT PO 40 LP OF 4" ADS N12 @ 1 % 74 100172nd SI.E acoma, WA 98143 Ph RECEIVED CITY OF Tall MAR 27 2020 PERMIT CENTER CORRECTION NODE T8r I1I *midi munpmogre* my Old want INrIa ° wry iCpTOm.1eapidkIfi fm kitifompcea aey Fa de Tessema•Barke LTR# Site Address ans S. TNthSt Tukwila, WA 9,n1 RECEIVED CITY Of TIAN MAR 06 2020 PEE CUTER Pervious concrete surf •ROPOSED2' LANDSCAPING ROCKERY 50' LF TW 25.0 BW 25.0" SDIM N CONTROL SIRUC'U E 0 TMC 18,10,057 • Maximum Building Foolor nL Lot Size: 8,897 sf, • 6,500 = 2,397 2,3971100 = 23.9 23.97X0,125=2.9 35 % • 2.996 = 32.1 % Lot C4,.0140L1 ge on site = 32,08 0 Far D 1422700060 1 SPO-562 Dates Prop. Drive= 360 p.Horne, 1,760sf roposedADU- 83Ssf. Prop, Total = 2,935sE 32,08 SITE PLAN sP-1 V'JJC vvw� • - APPROVED MAY 2 0 2020 ONY City of Tukwila BUILDING DIVISION R�!/ISIOii snail be made to ttw ice. approval J' ' slons a c.....�. �e.ti oiaP ,nC Jae as ;an review. Pcrmn No. ©l"1— 40 4- Plan review approval is subject t0 errors and jmissions Approval of construction documents does :ot authorize the violation of any aoopted code or J rainance Receior of approved Field Copy and conditions is acKnowIedged: By (D✓I D- Date n.5/.2 7 x0 SIGN SEPARATE PERMIT REQUIRED FOR: EJ Mechanical Electrical Plumbing Gas Piping City of Tukwila RV!LDING DPJ.SION_, 1 INDIVIDUAL ROOF DOWNSPOUT SVSTEU N.T.S. NOTE: 1.) SET THE TOP ff THE TEE RISER AT OR ABo1f iNE R21OP FIENATON OF 11( 1RENOH ORUN ROd 2) SET M BOTTOM OF THE K PIPE A11NF WE EIEVAIION AS THE CrItV PNE GRADE BOARD NOTCH 2112' PRESSURE TREATED GRADE BOAR VI 414' SUPPORT POSTS 6' PIPE BD. CAP OR PLUG CLEAN OJT SVEEP V/CAP OR PLUG (TYPJ ' PERFORATED PIPE LAID FLAT/LEVEL 2 OR FROM DOWNSPOUT(S SCUD 1%l(ING UD 6' MIN. MESH SCREEN 1'X1', BAND SCREEN TO PIPE TO 03 AND DISPERSION TRENCH(S) IF UDU2ED. PIPE SUPPORTS, BAND TO SIDEWALE (2 PLACES, TIP) NE MESH SCR EN 1/2'KI 2', BAND SCR TO PPE g RESIDENTIAL SEDIMENT CONTROL STRUCTURE - PRIOR 1D DISCHARGE TO DISPERSION TRENCH(S) YPE 1 CB V/SOLID LOCKING COVER CI DISPERSION TRENCH DETAILS NTS 6' INFLUENT PIPE (NAX DESIGN FLOM (05 CFS PER TRENCH) (100•YR 24•1IR DESIGN FLOV) NOTES, L Thls trench shall be constructed so as to prevent point discharge and/or erosion. 2, Trenches nay be placed no closer than 50 Feet to one another. 4100 feet olong flaw line.) re Galvanized Bolts 6 Nuts GRADE BOARD V/ NOTCHES 3, Trench and grade oust be level, Align to follow contours of site 4, Support post spacing as required by soil conditions to ensure grade board remains level TUKWILA STANDARD NOTES; NOTCHED GRADE BOARD 2'X2', GALVANIOED BOLTS 114 x 25' NIN TO STRUCTURE, CRITICAL AREA, OR IMPERVIOUS SURFACE 5, The end of each pipe run shall have an accessoble dean out sweep. Pipe end should be visible or the location staked, RECEIVED CITY OF TUKWILA DEC .10101,9 PERMIT CENTER 6' PERFORATED IPE LAID FLAT HOLES FACING , CENTER IN TRENCH 1}' } NON FRACTURED DRAIN ROCK EOUIV, TO DOT SPEC 9-03,12(5) 6, The type I CB can be located at the end of the dlpserslon trench, off center, or in a central location, ABRIC SECTION A -A NTS CBAY CONSULTING Oidmidamomthamo 4D0172nd St. E. Tacoma, WA 98443 phons15 +I2BS7 N01100 tinYlndsn WMdm1 my 461 nrorNanh WMMndoory TcpoatO t ad m pdb AS To EuM 9 pupas mYy, Urciect Info OwnerJ Fakade Tessema•Barke Site Address ) 4115 6, 159th St Linda, WA 98 0) IParceq 1422700060 JO ) SPO-562 bJ 1112512019 Lot Size • 8,897sL • 21ac, Ilmpervioussu Prop, Drive= 720sf. Prop. Horne = 1,740sf. Prop. Coy. Deck • 252sf. Prop. Total • 2,712sh Imprruiaus Comp • al % SP-2 BAY DETAILS PAGE ABBREVIATED EROSION CONTROL PLAN: T,ErS.C,; ABBREVIATED PLAN FOR FEKADE T.ESSEMA-BARKE STANDARD EROSION CONTROL NOTES On -bile wash maid marines shd be NerespmsldthadvedpaCAvyrain rot More boa natant al Me slam noon by Me Mutely shell be andel by ae AgpYad man db ConWada. lease mace a ublmmkn wan to OVA nary, al mvMob not din meet Mal w51 eppavale Me sPudhn must giseadbeAylkkmsKmtactiMal Web amNlgibmmaeaaas,Rcnadn nine]mato Is fetal. mad dedua sham m MN anal shad *het* et lee 1. Snub Me lerepaaryerMkn and sedbleoralon antra measures as ken tab dmdog not pan &Obit. bmlgdemMa and s liirneMaim MDARaltat'Ca atn 41411 Ind ed19ocel Isdeeees mcosswyb Paled Omit proles. laden alas, oiler nurses. and+ slam NWape systems 5, In anyaea 010 Au Man iMppedd vegilYoDna e>peirced landdebebbl eccAbs ere m1Zher NeeNmddAaMalorapeiodevaedngOaNumaibda,eifitted the Mmmdihly sbdlded dN m 108'1,9;04 plmtyg, ater opined ArmM anent applicable to1M ten dor qbasean,Gbase seedy On Abe y duke Ma membi dApr6lhroap Sane*, Mellen, Seaelpg rely planned, he the hMnstof Oe Ap irlU4meadar, butmatbe ougmtedOM onto eemmeM dabAed urban lam Casty Slamwa'm art by he eyke. r WW be besprinkle la Ntd beating the during Its and esMNMhNg Mme pouM+bs vkN odgll caned Amine. Naha/ she! claw b Me has u aMblOodmNkpleb and asdosedntea field. 1, The Gaut she] be spade for feImpede awl auapbna dal doing end gedng was end maim and be:P*12We model hdbm, TM Appkanl an& Cmtrada eha9 may M9 C+rdy bnyikaNlnm In Rdanmoleadl mawedadaadWO* maW Aped:, N61 - Neenlidmdsmd% mad1eibeap#le Vale, letnecOm No.2 • Canpkaa ddsakug. Mapec9m Na3 •Upon tanpl+dndasmvada,fibbaaMeaNwS- InsencennNo. 4 • Complake met !Nedon Na S • As needed bdateline mptlame wNN approved plan andla epedaamns. (Dee ra reguke admee rates) B. Al walaasadeebOt eteltrNg tleOlabbed eznetit beNantra Attie Ponca Corn SlamwsrerWmeprayMani. 9. Al *wary fed%ekli m+Nab,ea on she b preroa ae7ds dal arm! aaOmvWbp en Me a& 0441bbn SILT FENCE 1, Filler labkshall be paNasad h A maws idled a4NNe'mgald tee Garb evdd use allcorM. Wwen ldnb m Means, NW dot shad be naked i mine only ei e appal pal wnl i ni®ram 6:IdI weiap, eu newly al both ends Mpt. 2. Pmsshe] be speedo mwMAm al Net eoel®d&kerinAPudylrAoee gmad (indium o1304dlssy Admit ALA esesvaW appladmably 6 Ides Ain and Ile es dap gag Pe IInedpals end untabe Ian he brie, NsaerllddRMb td OM wasted get 4. Mel standard iben2N filer Nit Ls bud,eAMe mesh suppallete sal be (age* wady I o Me apdope sae of the poses be4Misyerty ANe skies d bay 11rdh keg,M Ores a hog to. They're she] mak Inn tee ImrA a Welmum el4Odle! Wd sly mledena mare Men 24 Wdu tore Me MpWRl gmadsdaai, S, The standard snap NletleNksh41ea sVed oAedtea late, and 20 Wen d IN hMi die] Meluded MNtea VIA fbe 4* stabna aka d Itam Nan U IMm atm Me odpind;nazi suMa. Ma bank shad nel be stapled Io ealiag eves. S Wslm ebb-KbergM Mar It* and closer pml'gig Isuma, he Ore mese mppm hone may be ennnatedin sailcase. Me NW Intrk laded aOred tecni In the posh ATM ab elMrPsdbr daMve nabs *One, 1. FNWrhbd knees shall nd be remand ben Ihepanne ant has am pewit/ sMbaNed. 6, Felela* lanais ebaRM Eupedkln/manly der sat meaalend el least da0y doing pmbllpe0 dMNI, kry apYM reps rs sME M mad NrmaaWWy, 9. NNl1/n01416e lnstaled paalel nary somdus 10 CmMbuNg length Mena ell not be greaterhm IN bail 11. DoedMetalbelavanoutelp$eaweir, 12 Ind damdape 04400,4 13. Do mlmlve ova ate erwsaWus PLASTIC COVERING I. Pak ahwe91 stall have Wm dBmBe end see] meet We reanimate he STATE STAAAIAAD SP C114411XS Stab 9.1AS 2. Cebefp sMR be Imbibed wd malted 101yIn paabywine sac he on mosw%h o=km 10lmlsrd µarhg1 ell &edla . All seam: eME be aped a wdgnled damWeep andaWre sMiMalsasI12isbovedapd01seen 3. Clew Onnec covehrg Gal Ee hank hineaaleryon areas medal Mean Nmemher 1 end Mara, 310 rent* urdre)NA1ds limy asMNlihed. 4. When teemvemgIs used onumieded41005.2sMRMkepi Inpea brio Me bodaedlrq natl. 5. Plastic combing thesis shill be baled Inv IN el the bpdskpes adern pw.enisurface Iv a Ion Conan shales. 6. Proper makdennaebduda [Om docks la mpaand dAaSgad ads TOPSOIL STOCKPILING I. SlecAplW shall be WOO* plasalaawilga ohm ginned Coke)* Webb NammMr I andMard131. 2 le Bey season. rolasa WAN f rob OA * mat be Pined 3. Tomb shell nalbe Need Adela a henamvddy mnddon,den Uasubgbadeb wass*wel a Am *tans wind Mal may °Poise be deeR*min' to prayer 0,9apopmedicebtga 1. PrekinlyWORM gnu* anthe man latelgaoYedshdM mdnulralunaYrgbNB eppov00plm. MULCHING 1. bind=Wale used eMNM wad Bberedam, end shall be ippled al Me ale d1E00as pNaem 2. lb* 001be apple In46 areas dM upendnge peaxMb 21. 3. Helaine stall be usad llrlmedaltlY ebm Wog ate ass eel card be seedy because el to seesm. 4. Al saes neefinradb shal5emeted by tweets I. SEEDING 1, Sod mMbn shall M red hutM,aMaMBbeapptlddtllanle2S Ms man 7, Sea beds planted Aeon AeonMylard Dater31 ug mpbelntatlm ar4 item *Iwo as necessary be Ms1e and paled de nal!Maass 3. Fa Mea beds plated Woe Weber 31 an41130, amaAb the sod bedni be massary, (6g„ 0,1004,0 mil der plastic cabedt, 4. Ban seeds Insldl seed i'ulme nndlmmd meaiMas nab as al:haIertamss, Hennas d n,sweles, Wdsplate and **VI basins, 3. The sea'MdOil be MnwSha leNy ne solo, Weep Once mAgbeMg, khan all cgemdar s au6% a W thl avplles b ea slope. 6. Praha nab Mused ?angling lewin becararemeadw Ammt used sink be IrdcPohed, espddy 4454 IR.*badpeda aededs TYPICAL SOIL AAENLNAENT GUIDE FOR SINGLE PAW' 50RSIRUOIION OPTION 1 • AAENO BOOTING SOU 1N PUCE UNUUAE0AAFA5: WAVY ORTILLEXISTING EI®GWOE WOES ImN01SCAMFY'ORI% Yelm 0Rp ON: n 2i1143 TP.iS TO BE RETA'1:D4 71 PUCE AND RC70T1113100 OF DORM WIWI. I106 dtGeaC COPITEW)1410 MSOF SOIL FOR A FOilKD WIN OF =Hes (44Fro SURAU7CN'BIND*S c000s1t50RA 12ND033CwUNO/PACIIIML RAREANOUNE ROCKS LAMER D 7 OfSINCULERMOMACH WS WON 2 WAS OF ORISINM MULCH VON AREAS; 1)SCAR CAIaLEW'11.4GSUBGWNEMI04E5.NDIg15C04FYOA Ill WmwN DRIP LSE OF EASING 190FS 'OBE RETNNEDI 21 PLACE AND R010r417INCAES OF CDMPOS IED MAMA R% Wain C1N4E4T11w1061NCNESCa SOIL FORA 7000 We DEPINOFa001950E UNCOWAGEDSCI WATEROA ROLL TOCOI1PACTSal 61%CtM1%NMA RWE 10LEVEL, HOE APACE WOODYOEMPoSA10ROCKS UAGEA1NW 1 DP IN [NCR GAIIU' 7. WORT TAM. NEEING ORGANIC CONTENT VANNES WOW AAEAS I I SUs Y a11U EASTI NG MOW IN TWO D*ECIIONS TO 6 e*1 DEP7N. IN Nor SCA1Mn 04 nu WRNN CHIP LNE CA U SRY G REM 9E AETAWE03 pUSE POMO10P9a1M%CON7M41G Ira ORGANIC MATTER cDPICN1r A4LN00%WWOSTp50NP0R0CNA4151BE6WJ0N WIOYLWt PULE 0 INCHES OF NPOAf ED TOP Sal Alb OM SU RFACE ANO ILL 7 NGIE5 CF WEN SCE. PLACEAr110710N0.7 NCh550f *VOID TORSO% gib ON7NESURFACE RILE SNOO7N AND NE NODE SURFACE RCM OVER 71NCNES IN MUCK M1150 WeSUPE BEDS W M 216I4ES OF CRG AHEM MOLGI !AM AREAS, I I VAR CR 1A1 EASING SI0GPADE IN AC DIREC1110N510 61NCH DEm N. 630 N01 SUIKFY C41111. WIAN CRP UNE CE EASING TREES 10 BE 0EIANE0l. 21110E MPCATE0'VDm DONfklieNGS%ORCAVAATTERTnR( nib MOOD 2S%CU4PC0T, 50R PORTIdl MIST BE SAND OR SWOY t0.111 PUCE 1110E5 OF WPOR7E010P SOA MM ON SORFA0E MO 1U.7 INKS OF WY SOL WATER OR ROLL10COMPACT SOU6S% OF Ms1UNUM WE TO 0411, REI NE sukf Aci KO CEPS ANDROCKSURGERINN INCAIINd65916. TABLE OF CONTENTS: A3. A(BRE1nA1E016,11PUt40 291 P.2 DETARSPAGE milt ORIYDA4Y CULVERT If fN { A ROADSIDE MIN PRESENT, AS ER Cowl ROAD STANDARDS 4'•6' MARRY SP41I5 MAY BE 10PDRESSED *11N I'-3 AS PER 0DUN1Y ROAD S1AND*ROS, CONSIRUC4CN EN7RANCI TO AVOID OWING Of INE ROADw0Y. II N RECOMu4ADFC NKAT INE ENTRANCE RE CMIWNID So INC RUNwr DRAINS ter INE PAD, PROvm0 FULL WIDTH Of IN5RFSS/EGRESS AEA PDD 1 RECEIVED CITY OF TUKWILA DEC 10 NI PERMIT CENTER CBAY CONSULTING EROSION CONTROL co GUENCE: Way 14e; ONE Call 1403 4245f S5 2,P6 up3onmmOrg withCoudy, 3,Posfsgn% lame arid maNterofESCsupenonr,fd needed slain enaanc js). on lepuPed) poa6Oa,Sill fence of Mush bather ea of Erosion CDntml measures, Sib lance eat surface yaler mnkds, ddrg *NI and Gmh6irg operatlms; and al to subpmd90 (CUT AND FI l l) malnacslonOrd Rases paCO and rendaeurasspees measures tomalnldnteala slendselmenlEmb01 FABRIC MAIIBMI IN CONTINUOUS ROLLS Leas OR WIRE RINGS TO ATTACH FABRIC w1RE NISI SOPPORI rD'CE FOR FILTER PABKK WRY BOTTOM Of kV MAIERIAI IN B'v12" TRENCH `2'A0 WOOD POSTS, STANDARD OR RUM OR EDONAIENI 460 MESH SOPPOB1 FFN (T0 Of LOCATED ON IMF DOWCNIIL SIDE Of INE note 1iam0) FILTER FARO MATERIAL PROVIDE W NCD GRAVEL UNCURL3 i - 3' IN I9ENCN A ON BOIN SIDES Of 71.1ER PENCI FABRIC ON iNE 0116140E 8U9r 6011011 OF FILTER MAII6I*R IN 6 40 !PINCH \--7'A2'd' NON POSTS, STANDARD DR IERER 0R EW11M1N1 R1131FiBCP310EMD/ N.1.S. 11. Com al areas hi nil amen urockA f a more clan 7 days durng the d ry season add 2 days during the vial season vAth straw, rod ter rndo3,plastcsheedgaethtea! . 12. Stogie al areas that make 321 grade wiNn see days, 14,Sad orSod aByareas IVwNWei unyoked lor more than d 13, Upon complet5n of the project ate dslurbed areas must be s and BklPs removed ilaplyle. ) EROSION CONTROL ABBREVIATED I SITE PLAN 4W172nd St E. Tacoma, WA 93413 phsne(251)5la23S7 ND110E 1M nit bilk m ale pm WWI my mYd marmot IkhaeelaNnq elect lnte de Tessema•Barke AI 4xXN S. 3m0 Tukwila, WA Cam 1422700060 c Egg J 612012019 8,,9975f. 1L p ve• rop.HOme• 1,740 Prop.Cov.Deck• Stsf. rop,TDWl• 2,712 BAY N-. Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. 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. Protect Information FakadeTessema-Barke xxx S 150th St Tukwila, WA 98188 Parcel 1422700060 Heating System Type: 0 All Other Systems Contact Information HiLine Homes 253-840-1849 Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions'. Design Temperature Instructions Design Temperature Difference (AT) Tokyolo A T = Indoor (70 degrees) - Outdoor Design Temp kr^ 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 - RA19 Single Rafter or Joist Vaulted Ceilings Instructions Above Grade Instructions Floors Instructions Seiect R-Value alis (see Figure 1) / R-21 IntemtliVe RAO Below Grade Walls (see Figure 1) Instructions LVOct Avalue Slab Below Grade (see Figure 1) Instructions Select condbaniog Slab on Grade (see Figure Instructions Location of Ducts Instructions Select AVakie t No thxls vJ 792 8.0 46 Conditioned Volume 6,336 U-Factor X Area UA 44.75 UA 0.250 U-Factor 0.50 179 X Area U-Factor X 0.026 U-Factor X No selection U-Factor X 0.056 Area 792 Area Area 749 U-Factor X Area 0.029 U-Factor X No selection F-Factor X No selection 792 Area h F-Factor X Length No selection 41.94 Duct Leakage Coefficient 1.00 UA 2.97 UA 20.59 UA REVIEWED FOR CODE COMPLIANCE UA APPROVED MAY 2 0 2020 UA City of Tukwila BUILDING DIVISION UA RECEIVED CITY OF TUKWILA DEC 2 0 2019 PERMIT CENTER Sum of UA 130.25 Envelope Heat Load 5,992 Btu / Hour Sum of UA XAT Air Leakage Heat Load 3,148 Btu / Hour voiorne X 0.6 X sr X 0-18 Building Design Heat Load 9,139 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 9,139 Btu / Hour Ducts in unoonditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 11,424 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heal Loss X 1.25 for Heat Pump (07%01/13) 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies FakadeTessema-Barke )cc< S 150th St Tukwila, WA 98188 Parcel 1422700060 Conditioned Floor Area 792 Component Performance, R occupancies Code Target Values Area. UA Doors U = 0.300 Overhead Glazing LI = 0.500 Vertical Glazing U = 0.300 Flat/Vaulted Ceilings U = 0.026 Wall (above grade) U = 0.056 Floors U = 0.029 Slab on Grade F = 0.540: Below Grade Wall U = 0.042 Below Grade Slab F = 0.570 40 12 0 0 119 36 792 21 769 43 792 23 0 0 0 0 0 0 Target UA Total Target Credits from Table 406.2 134 1:5 Proposed Design Area UA 40 8 0 139 35 792 21 749 7 792 23 0 0 0 0 0 0 Proposed UA Total Proposed Credits from Table 406.2 124 1.5 Qualifies, please check for complete Component Desriptk If the Proposed UA S the Target UA, and the Proposed Credits from Table 406.2 are z those required in Section R406.2, then the home meets the 2015 WSEC. Exterior Doors Plan Cornponent ID Description Therrna-tru Doors Overhead Glazing: Plan Component ID Descri lion Ref. 0 Door Width Height Qt. Feet Inch Feet inch Area UA v Custom 0.20 2 3 6 8 40 8 V Custom 0.00 0 0 V 0 0.00 0 0 V 0 0.00 0 0 V 0 0.00 0 0 NI 0.00 0 0 V 0 0.00 0 0 Re Glazing Sum of Area and UA Width Height Qt. Feet InchFeet nch 40 8 IlA 'v 0 0.00 o o v 0 0.00 •o 0 v 0 0.00 o o v 0 0.00 0 o 0.00 1 0 0 Sum of Area and UA 0 0 • ; • • Copyright 2013, WSUEEP10-009 (Version 11) Copied by permission from Washington Stab; University Exter1efon1,Energy P,rogram,- (see copylight,restriction.p) 11/26/2019 1 of 4 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies Vertical Glazing Plan Component Glazing ID Description Ref. U • MFR 0.25 • MFR 0.25 • MFR 0.25 • MFR 0.25 • MFR 0.25 O 0.00 p 0.00 0 0.00 O 0,00 0 0.00 O 0.00 O . 0.00 O . 0.00 O 0.00 0 0.00 O 0.00 O 0.00 HS or SH Window HS or SH Window aM H5 or 5N Window gard HS or SH Window Width Height . Feet ma, Feet Inch Area UA 10 5 4 41 40 32 10 10 8 0.: • 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.00 0.0o 0.00 0.00 o:oa 0.0 0.00 0.00 0.00 0:00 • ::0:00 5 11 15 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 Sum of Area and UA 1 Glazing Area Weighted U Copyright 2013, WSUEEP10-009 (Version 19:).Copied by permission: from Washington State Universiry.Extension:Energy Program. (see copyright restrictions) 35 0.250 2 2 of 4 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies Flat/Vaulted Ceilings Plan Component Attic ID Description Ref. U R49 blown Attic STD baffled Walls (Above Grade) Plan Component ID Description awl), 2 x 6 @ 16"oc Roar (over crawl or exterior) Plan Component D Description d foist 192oc Slab on Grade Plan ss than 2 feet below grade) Component Description Below Grade Walls and Slabs Plan Component ID Description Ref. • Custom ' 0 0 0.050 0.000 0.000 Ref. • Custom 0 IF 0 0 0.000 Floor U 0.029 0.000 0.000 0.000 Ref. 0 0 0 0 Ref. 0.000 0.000 0.000 0.000 Sum of Area and UA Sum of Area and UA Sum of Area and UA. Sum of Area and UA Wall Wall Wall Slab F U .. Area . UA Area UA 792 21 0 0 792 21 UA 749 37 0 0 0 749 37 Area. UA 792 23 0 0 792 23 0 Slab, Leniath lab UA v 0 0.000 0.0 0.000 0 T 0 0.000 0.0 0.000 0 w 0 0.000 0.0 0.000 0 w 0 0.000 0.0 0.000 0 Su Copyright 2013, WSUEEPIO-009 (Version 11) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 11/26/2019 3 of 4 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies Table R406.2 Summary Opt. 1 a 1b Description Efficient Building Envelope la Efficient Building Envelope 1 b Credit(s) 0.5 1.0 lc 1d 2a 2b Efficient Building. Envelope Efficient Building Envelope ld Air Leakage Control and Efficient Ventilation 2a Air Leakage Control and Efficient Ventilation 2b 2.0 0.5 0.5 1.0 2c 3a 3b 3c 3d 4 5a Air Leakage Control and Efficient Ventilation 2c High Efficiency HVAC 3a High Efficiency HVAC 3b High Efficiency HVAC 3c High Efficiency HVAC 3d High Efficiency HVAC Distribution Efficient Water Heating 5a yste 1.5 1.0 1.0 1.5 1.0 1:0 0.5 5b 5c 5d.. 6 Efficient Water Heating 5b nt ater Heating 5c Efficient Water heating 5d Renewable Electric Energy 1.0 1.5 0.5 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions kWh 0 0 0 1.0 O 0.5 0 0 1.5 Copyright 2013, WSUEEP10-009 (Version 11) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 11/26/2019 4 of 4 R. Mumbower HiLine Homes Page 1 of 18 PLAN 792-16 [IN = 30 psf, VULT = 140 mph, Exp. C, SDC D2] PROJECT INFORMATION AND CRITERIA 1. PROJECT INFORMATION OWNER: FEKADE TESSEMA-BARKE SITE ADDRESS: TBD, TUKWILA, WA 98188 JOB NUMBER: 1001-1799 r 1 2. STRUCTURAL DESIGNER INFORMATION 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 NOV 20 2019 r 3. SCOPE OF DESIGN OR PLIANCE PROVED MAY 2 0 2020 City of Tukwila BUILDING DIVISION TYPE OF DESIGN LATERAL ENGINEERING ANALYS Ui- WIND AND SEISMIC FORCES EXTENT OF DESIGN RECEIVED Structural specifications CITY OFTUKWTEK DEC 2 0 2019 PERMIT CENTER REFERENCE CODES AND STANDARDS Di9040+ 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) American Society of Civil Engineers (ASCE) Standard 7-10 American Society for Testing Materials (ASTM) StanSpecialda r dr) eAs3i g0 n7 Provisions for Wind and Seismic (2015 Edition) Revised ROOF DIAPHRAGM CALCULATIONS Printed 11/7/2019 Plan 792-16 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_TESSEMA-BARKE 11/18/2019 R. Mumbower HiLine Homes Page 2 of 18 4. DESIGN CRITERIA GROUND SNOW LOAD: p9 = 30-psf FLAT ROOF SNOW LOAD PER ASCE 7-10 (LIVE LOAD): Ps = 25-psf ROOF DEAD LOAD: Droof = 15-psf EXTERIOR WALL DEAD LOAD: Dwall = 15-psf INTERIOR WALL DEAD LOAD: Dwal, = 10-psf SEISMIC DESIGN CATEGORY: SDC D2 BASIC WIND SPEED: 1 0- ph ASCE 7-10 ULTIMATE 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 Aflowable Loads Page 5 Table B. Building Data Page 9 Table C. Wind Design Criteria Page 10 Table D. Seismic Design Criteria Page Table E. Wind Loads Page 12 Table F. Minimum Wind Loads Page 13 Table G. Seismic Loads Page 14 Table H. Controlling Shear Loads Page 15 Table 1. Wind Shear Wall Loads Page 16 Table J. Seismic Shear Wall Loads Page 17 Table K. Roof Diaphragm Load Calculations Page 18 Revised ROOF DIAPHRAGM CALCULATIONS Printed 11/7/2019 Plan 792-16 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_TESSEMA-BARKE 11/11/2019 R. Mumbower HiLine Homes Page 3 of 18 DESCRIPTION This report provides engineering calculations and structural design specifications for HiLine Homes Plan 792. This one-story house is 792-sf in area. 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 11/7/2019 Plan 792-16 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_TESSEMA-BARKE 11/11/2019 R. Mumbower HiLine Homes Page 4 of 18 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 11/7/2019 Plan 792-16 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2 TESSEMA-BARKE 11/11/2019 R. Mumbower HiLine Homes Page 5 of 18 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 (ALL WALL'LINES) Maximum Applied Shear per Tables I or J (Ib) 1,430 Wall length under maximum applied shear per Tables I or J (ft) 12 Minimum number of anchor bolts when installed at 72-in o.c. minimum 2 anchors/mudsill 3 Maximum anchor bolt Load @ 72-in o.c. minimum 2 anchors per mudsill (Ib) 477 Basic allowable single shear for fastening 1.5-in Hem -Fir framing to concrete with 1/2-in dia. ASTM A307 bolts with minimum 7-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 Install 1/2-in dia. ASTM A307 anchor bolts @ 72-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 Wall Line A Maximum overturning tension due to wind load per Table I (Ib) 1,302 Maximum overturning tension due to seismic Toad per Table J (Ib) 938 Allowable Wind Tension Load for Simpson STHD10 Strap Ties at corner location is 2,910-Ib 2,910 Allowable Seismic Tension Load for Simpson STHD10 Strap Ties at corner location is 2,640-Ib 2,640 At both ends of the shear wall segment, install Simpson STHD10 Strap Tie Holdowns per manufacturer's instructions as shown on the plan. Fasten to minimum 3-in framing with 24-16d sinker nails (total of 4 Wall Line B (OSB Interior Shear Wall) Maximum overturning tension due to wind Toad per Table I (Ib) 795 Maximum overturning tension due to seismic load per Table J (Ib) 547 Allowable tension load for Simpson LTT20B Tension Ties is 1,290-lb. 1,290 Basic allowable tension load for '/2-inX8.5-in Long Simpson Wedge All anchors embedded 3-3/8-in into 2,500 psi concrete = 1,748-Ib. Adjustments is 1.33 wind/seismic loads. Allowable load = (1.33)(1,748) = 2,325-1b. 2,325 # t elm vuu U1 in ,Ieaf Wall bag' IlU111., III,1.d11 .71111p u11 LA 1Gum 1eliblU11 11Ca labs.ciaeu iu 3-111 tidlllllly WRIT I V- 10d nails. Fasten LTT2OB to concrete footing with 1/2-in threaded rod coupled to 1/2-in x 8.5-in Simpson Wedge All anchor with 1/2-in coupler and 2x2x3/16-in flat washers. Embed anchors minimum of 3-3/8-in into rnr+rrnta SHEARALL SHEATHING SPECIFICATIONS All Exterior Wall Lines (Except Wall Line A) Maximum resistive unit wind shear load per Table I (Ib/ft) 64 Maximum resistive unit seismic shear load per Table J (Ib/ft) 47 Basic allowable shear for wind loads = 730-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-lb/ft. 340 Basic allowable shear for seismic Toads = 520-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) = 240-Ib/ft. 240 Revised ROOF DIAPHRAGM CALCULATIONS Printed 11/7/2019 Plan 792-16 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_TESSEMA-BARKE 11/11/2019 R. Mumbower HiLine Homes Page 6 of 18 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS 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 Maximum resistive unit wind shear load per Table I (Ib/ft) 175 Maximum resistive unit seismic shear load per Table J (Ib/ft) 130 Basic allowable shear for wind loads = 1,065-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) = 495-Ib/ft. 495 Basic allowable shear for seismic loads = 760-1b/11 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) = 353-Ib/ft. 353 Apply 7/16-in. OSB wood structural panels to Hem -Fir framing members with 8d nails @ 4-in o.c. per standard specification. Wall Line B (OSB Interior Shear Wall) Maximum resistive unit wind shear load per Table I (Ib/ft) 119 Maximum resistive unit seismic shear load per Table J (lb/ft) 89 Basic allowable shear for wind loads = 730-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-lb/ft. 340 Basic allowable shear for seismic loads = 520-lb/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) = 240-lb/ft. 240 Apply 7/16-in. OSB wood structural panels to Hem -Fir framing members with 8d nails @ 6-in o.c. per standard specification. Sheath pony wall below shear wall with 7/16-in. OSB. Fasten OSB to framing members with 8d nails @ 6-in o.c. on edges and 12-in o.c. in the field. All edges shall be blocked. SHEAR TRANSFER SPECIFICATIONS 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. Wall Lines A & C (Gables) Maximum applied unit wind shear per Table I (lb/ft) 43 Maximum applied unit seismic shear per Table J (Ibitt) 32 Basic allowable single shear for 10d common toenails with 1.5-in thickness Hem -Fir side members = (0.83)(102)=84-Ib per NDS Table 11N. Adjustment for 10-minute wind/seismic loads = 1,6. Allowable shear load = (1.6)(0.83)(102) = 135-Ib. 135 Allowable load for 2-10d common toenails @ 16-in o.c. = (0.83)(2)(12/16)(1.6)(102) = 203-lb/ft. 203 Maximum Allowable Seismic Unit Shear seismic loads = 150-Ib/ft per SDPWS Section 4.1.7 150 Fasten gable -end trusses to double top plates with 2-10d toenails @ 16-in o.c. or 1-10d toenail @ 8-in o.c. Wall Lines 1 & 2 (Eaves) Maximum applied unit wind shear per Table I (Ibtft) 27 Maximum applied unit seismic shear per Table J (Ib/ft) 34 See Roof Framing Specification for truss connections and blocking. Revised 11/7/2019 ROOF DIAPHRAGM CALCULATIONS Plan 792-16 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_TESSEMA-BARKE Printed 11/11/2019 HiLine Homes Page 7 of 18 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Fasten per Roof Framing Specification for truss connections and blocking. 381 Wall Line B Maximum resistive unit wind shear per Table I (Ib/ft) 119 Maximum resistive unit seismic shear per Table J (Ibtft) 89 Basic allowable single shear for 10d common nails with 1.5-in thickness Hem -Fir side members = 102-Ib per NDS Table 11N. Adjustment for 10-minute wind/seismic loads = 1.6. Allowable shear load = (1.6)(102) = 163- Ib. 163 Allowable load for 1-10d common nail @ 8-in o.c. =(1.6)(102)(12/8) = 245-lb/ft. 245 Install continuous 2x blocking and nail to truss bottom chord and top plates with 10d nails at 8-in o.c. per detail 3 on sheet S5. ROOF DIAPHRAGM FRAMING SPECIFICATIONS Roof Sheathing Maximum applied unit wind shear per Table I (lb/ft) 43. Maximum applied unit seismic shear per Table J (lb/ft) 34 Basic allowable unit shear for wind/seismic loads = 645/460-lb/ft per SDPWS Table 4.2C 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 load 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 bad 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 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) 90 Truss Connections (Longitudinal Loads) Maximum applied unit shear per Tables I and J (lb/ft) 27 Basic allowable single shear for 10d common toenails with 1.5-in thickness Hem -Fir side members = (0.83)(102)=84-lb per NDS Table 11N. Adjustment for 10-minute wind/seismic loads = 1.6. Allowable shear load = (1.6)(0.83)(102) = 135-Ib. 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-lb 110/140 Simpson H2.5A/H1 Seismic & Hurricane Tie longitudinal load resistance Fi = 110/415-Ib 110/415 Allowable load for 2-10d common toenails = (2)(0.83)(1.6)(102) = 271-lb per truss end. Allowable load for H2.5A or H1 Seismic & HurricaneTies = 110-lb per truss end for Hem -Fir. Total allowable load per truss end = 271 + 110 = 381-lb per truss end = 381-lb (H2.5A ties control lateral loads). 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. Revised ROOF DIAPHRAGM CALCULATIONS Printed 11/7/2019 Plan 792-16 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_TESSEMA-BARKE 11/11/2019 R. Mumbower HiLine Homes Page 8 of 18 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Truss Connections (Uplift Loads) Maximum net uplift on truss connection for 85 mph, Exposure C per Table K (Ib). -113 Maximum net uplift on truss connection for 95 mph, Exposure C per Table K (Ib). -174 Maximum net uplift on truss connection for 110 mph, Exposure C per Table K (Ib). -308 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 Hem -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 = vrL2/b8 (Ib). 864 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. Revised ROOF DIAPHRAGM CALCULATIONS Printed 11/7/2019 Plan 792-16 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_TESSEMA-BARKE 11/11/2019 R. Mumbower HiLine Homes Page 9 of 18 TABLE B. BUILDING DATA Description Value Description Value BUILDING DIMENSIONS BUILDING INERTIAL DATA Transverse Width of Building (ft) 22.0 Roof Diaphragm Dead Load (psf) 15 Longitudinal Length of Building (ft) 36.0 Exterior Walls Dead Load (psf) 15 Partition Walls Dead Load (psf) 10 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) 8.1 Maximum Truss Span (ft) 22.0 Mean Height (ft) 0.4 Maximum Height (ft) 12.7 MAIN FLOOR DIMENSIONS Wall Height (ft) 8.1 CALCULATION OF LENGTH OF END ZONE, 2a Transverse Exterior Walls Length (ft) 44.0 Least horizontal Building Dimension, b (ft) 22.0 Longitudinal Exterior Walls Length (ft) 72.0 0.4 Mean Building Height 4.2 Total Exterior Walls Length (ft) 116.0 0.1 b (ft) 2.2 Total Partitions Weight (Ib) - ASCE 7-10 12.7.2 7,920 End Zone Dimension, 2.2 Adjusted End Zone Dimension, (ft) 3.0 Length of End Zone, 2a (ft) 6.0 BUILDING ENCLOSED AREA Building Enclosed Area (sf) 792.0 SNOW DATA Maximum Ground Snow oad, p9 (psf) Assumed 30.0 Exposure Factor, Ce ASCE 7-10 Table 7-2, for Exposure C 1.0 Thermal Factor, Ct ASCE 7-10 Table 7- , for Residences 1.2 Snow Importance Factor, I ASCE 7-10 Table 1.5-2,forCategoryll 1.0 Siope 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 Ce Ct I pg 25.2 Note: the ridge line and longitudinal length parallel to the ridge line. Transverse Width is measured perpendicular to Revised ROOF DIAPHRAGM CALCULATIONS Printed 11/7/2019 Plan 792-16 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_TESSEMA-BARKE 11/11/2019 R. Mumbower HiLine Homes Page 10 of 18 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, )+ Topographical Factor, Kn 110 140 C Yes 1.21 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 Root E - End Zone of Windward Roof F - End Zone of Leeward Roof G - Interior Zone of Windward Roof H - Interior Zone of Leeward Roof Ea - 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 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 31.1 -16.1 20.6 -9.6 -37.3 -21.2 -26.0 -16.4 -52.3 -40.9 Description Value MAIN FLOOR TRANSVERSE BUILDING ZONE DATA Horizon a nd Force Loading Transverse Zones A & B Width 6.0 Transverse Zones C & D Width (ft) Transverse Zones A & C Height ( Transverse Zones B & D Height (ft) Vertical Wind Force Loading 30.0 4.6 Transverse Roof Zones E & F Width 6.0 Transverse Roof Zones G & H Width 0.0 Transverse Roof Zones E & F Len th .0 Transverse Roof Zones G & H Len th ft 11.0 LONGITUDINAL BUILDING ZONE DATA Horizontal Wind Force Loading ongitudinal Zone A Width (ft) 6.0 ongitudinal Zone C Width (ft) 16.0 ongitudinal Zone A Height (ft) Longitudinal Zone C Height (ft) Vertical Windforce Loading 9.4 0. ongitudinal Roof Zones E & F Width 6.0 Longitudinal Roof Zones G & H Width (ft) 16.0 Longitudinal Roof Zones E & G Length (ft) 18,0 Longitudinal Roof Zones F & H Length (ft) 18.0 Note: Transverse Width is measured perpendicular to the ridge line and longitudinal length parallel to the ridge line. Revised ROOF DIAPHRAGM CALCULATIONS 11/7/2019 Plan 792-16 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2 TESSEMA BARKS Printed 11/11/2019 R. Mumbower HiLine Homes Page 11 of 18 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, I, 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: Ci 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, Sps (g) IRC Table R301.2.2.1.1 0.982 Mapped MCE Long Period Acceleration, SM1 (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) 10.4 Building Period, Ta = C1h3/4 (sec) ASCE Standard 7-10, Section 12.8.2.1 0.116 Site Long Design Period Acceleration, SDI (g) ASCE Standard 7-10, 11.4.4, S©1 = 2/3SMI 0.400 To = 0.2*Sp1/Sps (sec) ASCE Standard 7-10, Section 11.4.5 0.081 Ts = Spi/SDs (sec) ASCE Standard 7-10, Section 11.4.5 0.407 COMPUTATION OF SEISMIC DESIGN COEFFICIENT Seismic Design Coefficient: Cs = Sps*le/R ASCE Standard 7-10, Section 12.8.1.1 0.151 Revised ROOF DIAPHRAGM CALCULATIONS Printed 11/7/2019 Plan 792-16 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_TESSEMA-BARKE 11/11/2019 R. Mumbower HiLine Homes Page 12 of 18 TABLE E. WIND LOADS Zone Wind Pressure (psf) Zone Width (ft) Zone Ht./Leng. (ft) Zone Area (sf) Zone Force (Ib) Moment Moment (ft-lb) TRANSVERSE WIND LOADING Horizontal Wind Loads Transverse Wall Zone A 40.9 6.0 8.1 48.6 2,405 4.1 9,741 Transverse Roof Zone B 0.0 6.0 4.6 27.5 0 8.1 0 Transverse Wall Zone C 28.4 30.0 8.1 243.0 8,350 4.1 33,819 Transverse Roof Zone D 0.3 30.0 4.6 137.5 50 8.1 404 STRENGTH LEVEL Lateral Force/Moment 5,428 43,965 CONVERT TO ALLOWABLE STRESS DESIGN 3,257 26,379 Vertical Wind Loads Transverse Roof Zone E -26.9 6.0 11.0 66.0 -2, 48 16.5 35,446 Transverse Roof Zone F -24.8 6.0 11.0 66.0 -1,981 5.5 10,893 Transverse Roof Zone G -19.0 30.0 11.0 330.0 -7,587 16.5 125,181 Transverse Roof Zone H -19.3 30.0 11.0 330.0 -7,706 5.5 42,386 Roof Overhang Zone E -41.9 6.0 1.3 8.0 -405 22.7 9,170 Roof Overhang Zone F -24.8 6.0 1.3 8.0 -239 -0.7 -159 Roof Overhang Zone G -33.9 30.0 1.3 39.9 -1,637 22.7 37,095 Roof Overhang Zone H -19.3 30.0 1.3 39.9 -932 -0.7 -620 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -22,634 259,391 CONVERT TO ALLOWABLE STRESS DESIGN -13,581 155,634 Total Overturning Moment Due to Transverse Wind Loading (ASD) 182,013 Unit Uplift on Building (psf) -17.1 LONGITUDINAL WIND LOADING Horizontal Wind Loads LongitudinalWall Zone A 31.1 6.0 9.4 56.1 2,111 4.7 9,869 LongitudinalWallZoneB ' 0.0 6.0 0.0 0.0 0 8.1 0 LongitudinalWall Zone C 20.6 16.0 10.8 172.5 4,300 5.4 23,183 Longitudinalall Zone D 0.0 16.0 0.0 0.0 0 8.1 0 STRENGTH LEVEL Lateral Force/Moment 3,283 33,052 CONVERT TO ALLOWABLE STRESS DESIGN 1,970 19,831 Verticalind Loads Longitudinal Roof Zone E -37.3 6.0 18.0 108.0 -4,874 27 131,608 Longitudinal Roo Zone F -21.2 6.0 18.0 108.0 -2,770 9 24,934 Longitudinal Roof Zone G -26.0 16.0 18.0 288.0 -9,060 27 244,633 Longitudinal Roof Zone H -16.4 16.0 18.0 288.0 -5,715 9 51,436 Roof Overhang Zone E -52.3 6.0 1.0 6.0 -380 36.5 13,859 Roof Overhang Zone F -21.2 6.0 -77 Roof Overhang Zone G -40.9 16.0 28,902 Roof Overhang Zone H -16.4 16.0 -159 STRENGTH LEVEL UpliftForce and Overturning 495,135 CONVERT TO ALLOWABLE297,081 Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 316,912 Unit (psf) -18.2 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 11/7/2019 Plan 792-16 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_TESSEMA-BARKE 11/11/2019 HiLine Homes Page 13 of 18 TABLE F. MINIMUM 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 Horizontal Wind Loads Transverse Wall Zone A 16.0 6.0 8.1 48.6 778 4.1 3,149 Transverse Roof Zone B 8.0 6.0 4.6 27.5 220 8.1 1,782 Transverse Wall Zone C 16.0 30.0 8.1 243.0 3,888 4.1 15,746 Transverse Roof Zone D 8.0 30.0 4.6 137.5 1,100 8.1 8,910 STRENGTH LEVEL Lateral Force/Moment 3,653 29,588 CONVERT TO ALLOWABLE STRESS DESIGN 2, 92 17,753 Vertical Wind Loads Transverse Roof Zone E 0.0 6.0 11.0 66.0 0 16.5 Transverse Roof Zone F 0.0 6.0 11.0 66.0 0 5.5 0 Transverse Roo Zone G 0.0 30.0 11.0 330.0 0 16.5 0 Transverse Roof Zone H 0.0 30.0 11.0 330.0 0 5.5 Roof Overhang Zone E 0.0 6.0 1.3 8.0 0 22.7 0 Roof Overhang Zone F 0.0 6.0 1.3 8.0 0 -0.7 0 Roof Overhang Zone G 0.0 30.0 1.3 39.9 0 22.7 0 Roof Overhang Zone H 0.0 30.0 1.3 39.9 0 -0.7 0 STRENGTH LEVEL UpliftForce and Overturning Moment on Building 0 0 CONVERT TO ALLOWABLE STRESS DESIGN 0 0 Total overturning Moment Due to Transverse Wind Loading (ASD) 17,753 Unit Uplift on Building (psf) 0.0 LONGITUDINAL WIND LOADING Horizontal Wind Loads LongitudinalLongitudinalWallZoneA 16.0 6.0 9.4 56.1 898 4.7 4,196 Longitudinal a Zone B 8.0 6.0 0.0 0.0 0 8.1 0 Longitudinal Wall Zone C 16.0 16.0 10.8 172.5 2,760 5.4 14,881 LongitudinalWall Zone D 8.0 16.0 0.0 0.0 0 8.1 0 STRENGTH LEVEL 1,978 19,077 CONVERT TO ALLOWABLE STRESS DESIGN 1,187 11,446 Vertical Wind Loads Longitudinal Roof Zone E 0.0 6.0 18.0 108.0 0 27 Longitudinal Roof Zone F 0.0 6.0 18.0 108.0 0 9 0 Longitudinal Roof Zone G 0.0 6.0 18.0 288.0 0 27 0 Longitudinal Roof Zone H 0.0 16.0 18.0 288.0 0 9 0 Roof Overhang Zone E 0.0 6.0 1.0 6.0 0 36.5 0 Roof Overhang Zone F 0.0 6.0 1.0 6.0 0 -0.5 0 Roof Overhang Zone G 0.0 16.0 1.0 16.0 0 36.5 0 Roof Overhang Zone H 0.0 16.0 1.0 16.0 0 -0.5 0 STRENGTH LEVEL Upllft Force nd Overturntng Moment on Building 0 0 CONVERT TO ALLOWABLE0 0 Total Overturning Moment Due to Longltudinal Wind Loads (ASD) 11,446 Unit(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 11/7/2019 Plan 792-16 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_TESSEMA-BARKE 11/11/2019 R. Mumbower HiLine Homes Page 14 of 18 TABLE G. SEISMIC LOADS SEISMIC SHEAR LOADS ON HOUSE Building Component Load (psf) Height/ Width ft) ( Length (ft) Area (sf) Seismic Weight (Ib) Seismic Shear (Ib) Roof Diaphragm & Ceiling 15.0 792 11,880 1,795 20% of Flat Roof Snow Load > 30-psf 0.0 792 0 0 One -Half Exterior Walls 15.0 8.1 116.0 940 7,047 1,065 One -Half Partitions 10.0 792 3,960 598 Total Dead Load for Restoring Moment 33,894 Roof Diaphragm Tributary Dead Load 22,887 STRENGTH LEVEL BASE SHEAR 3,458 CONVERT TO ALLOWABLE STRESS DESIGN BASE SHEAR 2,420 OVERTURNING ANALYSIS DUE TO TRANSVERSE LOADS - HOUSE • Building Component Force (Ib) Dist. (ft) Moment (ft-lb) Roof Diaphragm & Ceiling 1,795 8.1 14,538 Exterior Walls 1,065 8.1 8,624 Partitions 598 8.1 4,846 Total Dead Load 33,894 11.0 372,834 Total Moment Due to Transverse Seismic Forces 28,007 Total Moment Due to Transverse Wind Forces 182,013 Total Restoring Moment in Transverse Loaning 372,834 6/10 of Total Restoring Moment in Transverse Loading 223,700 OVERTURNING STABILITY YES OVERTURNING ANALYSIS DUE TO LONGITUDINAL LOADS Building Component Force (lib) Dist. (ft) Moment (ft-lb) 14,538 Roof Diaphragm & Ceiling 1,795 8.1 Exterior Walls 1,065 8.1 8,624 Partitions 598 8.1 4,846 Total Dead Load 33,894 18.0 610,092 Total Moment Due to Longitudinal Seismic Forces 28,007 Total Moment Due to Longitudinal Wind Forces 316,912 Total Restoring Moment in Longitudinal Loading 610,092 6/10 of Total Restoring Moment in Longitudinal Loading 366,055 OVERTURNING STABILITY YES Revised ROOF DIAPHRAGM CALCULATIONS Printed 11/7/2019 Plan 792-16 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_TESSEMA-BARKE 11/11/2019 R. Mumbower HiLine Homes Page 15 of 18 TABLE H. CONTROLLING SHEAR LOADS GARAGE Floor Level Main Floor Level Second Floor Level Type Load Transverse Longitudinal Transverse Longitudinal ASD Wind Load (Ib) 3,257 1,970 N/A N/A ASD Minimum Wind Load (Ib) 2,192 1,187 N/A N/A ASD Controlling Wind Load (Ib) 3,257 1,970 N/A N/A ASD Seismic Diaphragm Load (Ib) 2,420 2,420 N/A N/A Nature of Controlling Load WIND SEISMIC N/A N/A ASD Maximum wind/seismic load (Ib) 3,257 2,420 N/A N/A NOTE: ASD = ALLOWABLE STRESS DESIGN Revised ROOF DIAPHRAGM CALCULATIONS Printed 11/7/2019 Plan 792-16 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_TESSEMA-BARKE 11/11/2019 R. Mumbower HiLine Homes Page 16 of 18 TABLE I. WIND SHEAR WALL LOADS TRANSVERSE LOADS Floor Level Man Floor Level Wall Identification A B C Check Wall Type OSB OSB OSB Total TributaryTributaryLoad Distance (ft) 11.0 18.0 12.0 41.0 Tributary Load Fraction 0.268 0.439 0.293 0.7 Applied Shear (Ib) 874 1,430 953 3,257 Wall Length (ft) 22.0 22.0 22.0 Applied Unit Shear b 40 65 43 Shear Wall Length 5.0 12.0 15.0 Resistive Unit Shear (lb/ft) 7 119 64 Shear Wall Height (ft) 8.1 8.1 8.1 Unit DL on Wall (Ib/ft) 152 81 152 0.60*[Unit DL on WaIlJ (ib/ft) 91 49 91 Max. Hold -Down 2. - SW (Ib) , 02 Max. Hold -Down 3.0-ft SW (Ib) 378 Max. Hold -Down 3.5-ft SW (Ib) 356 Max. Hold -Down 8.5-ft SW (Ib) 128 Max. Hold -Down 12.0-ft SW (Ib) 79 LONGITUDINAL LOADS oor Level Main Floor LevelI Wall den i ' on 1 2 Check Wall Type OSB OSB Total Tributary Load Distance (ft) 11.0 11.0, 22.0 Tributary Load Fraction 0.500 0.500 1.0 Applied Shear (Ib) 985 985 1,970 WaU Length (ft) 36036.0 Applied Unit Shear (lb 27 27 Shear Wall Length (ft) 32.0 31.0 Resistive Unit Shear (Ib/ft) 31 32 Shear Wall Height 8.1 . Unitall DL (lb 306 306 0.6*[Unit DL on (lb/ft) 184 Max. Hold -Down 14.0- SW (Ib) - ,0 -1,0 0 Max. Hold -Down 17.0-ft SW (Ib) -1,306 Max. Hold -Down 18.0-ft SW (Ib) -1,406 Revised ROOF DIAPHRAGM CALCULATIONS Printed 11/7/2019 Plan 792-16 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_TESSEMA-BARKE 11/11/2019 R. Mumbower HiLMe Homes Page 17 of 18 TABLE J. SEISMIC SHEAR WALL LOADS TRANSVERSE LOADS Floor Level Main Floor Level Wall Identification A B C Check Wall Type OSB OSB OSB Total Tributary Load Distance (ft) 11.0 18.0 12.0 41.0 Tributary Load Fraction 0.268 0.439 0.293 0.7 Applied Shear (Ib) 649 1,063 708 2,420 Wall Length) 22.0 22.0 22.0 Applied Unit Shear (Ib/ft) 30 48 32 Shear Wall Length (ft) 5.0 12.0 15.0 Resistive Unit Shear (lb/ft) 130 89 47 Shear Wall Height (ft) 8.1 8.1 8.1 Unit DL on Wall (IbM) 152 81 152 0.60*[Unit DL on Wall] (lb/ft) 91 49 91 Max. Hold -Down 2.5-ft SW (Ib) 938 Max. Hold -Down 3.0-ft SW (Ib) 246 Max. Hold -[own 3.5-ft 8-W (Tb) 223 Max. Hold -Down 8.5-ft SW (Ib) -4 Max. Hold -Down 12.0-ft SW (Ib) 547 LONGITUDINAL LOADS Floor Level I Main Floor Level Wall Identification 1 2 Check Wall Type OSB OSB Total Tributary Load Distance (ft) 11.0 11.0 22.0 Tributary Load Fraction 0.500 0.500 1.0 Applied Shear (Ib) 1,210 1,210 2,420 Wall Length (ft) 36.0 36.0 Applied Unit Shear (lb/ft) 34 34 Shear Wall Length (ft) 32.0 31.0 Resistive Unit Shear (lb/ft) 38 39 Shear Wall Height (ft) 8.1 8.1 Unit Wall DL (Ib/ft) 306 306 0.6*[Unit DL on Wall] (lb/ft) 184 184 Max. Hold -Down 14.0-ft SW (Ib) -981 -971 Max. Hold -Down 17.0-ft SW (Ib) -1,247 Max. Hold -Down 18.0-ft SW (Ib) -1,348 Revised ROOF DIAPHRAGM CALCULATIONS Printed 11/7/2019 Plan 792-16 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_TESSEMA-BARKE 11/11/2019 R. Mumbower HiLine Homes Page 18 of 18 TABLE K. ROOF DIAPHRAGM CALCULATIONS DIAPHRAGM CHORD SPLICE & STRESS CALCULATIONS DESCRIPTION REFERENCE EQUATION/COMMENT VALUE Maximum Transverse Shear Load (Ib) Calculation V = 3,257 Diaphragm Span (ft) Design Drawings b = 22 Diaphragm Length (ft) Design Drawings L = 41.0 Diaphragm Unit Shear (Ib/ft) Calculation w = V/Length = 90 Diaphragm Maximum Moment (ft-Ib) Calculation M = wL2/8 = 19,008 Diaphragm Chord Force (Ib) Calculation C = T = M/b = 864 Allowable Nail Load (Ib) NDS Table 11N 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 = 1.6FNa„ 163.2 Minimum Number of Nails Required At Splices Calculation NN.Min = C/FA 5.3 Maximum Nail Spacing at Splices (in) Design Drawings S = 6.0 Minimum Splice Length (in) Calculation Lspirce = SNN•Min 31.8 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 Fcn = C/A = T/A 52 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 22.0 Tributary Area to Truss Connection (sf) Trusses @ 24-in o.c. A = 2b/2 = b 22.0 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 -311 Maximum Wind Uplift Load At Connection (Ib) 95 mph, Exp. D Fup = pA -372 Maximum Wind Uplift Load At Connection (Ib) 110 mph, Exp. C Fup = pA -506 Roof Unit Dead Load, wdi (psf) Design Criteria 15.0 Roof Dead Load to Truss Connection (Ib) FDL =0.6 wdlA 198 Net Load to Truss Connection (Ib) 85 mph, Exp. C FNet = FUp + FDL -113 Net Load to Truss Connection (Ib) 95 mph, Exp. D FNet = Fup +FDL -FNet -174 Net Load to Truss Connection (Ib) 110 mph, Exp. C = Fup + FDL -308 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 40U Revised ROOF DIAPHRAGM CALCULATIONS Printed 11/7/2019 Plan 792-16 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_TESSEMA BARKE 11/11/2019 FOOTING CALCULATION PACKAGE Fekade Tessema-Barke Job #1001-1799 TBD, Tukwila, WA 98188 Hiline Homes Plan 792 NOV 2 0 2019 ABDELOUAHAB ABROUS, Ph.D., P.E. Hiline Homes Design & Engineering Department 11306 62nd AVE E, Puyallup, WA 98373 (253) 770-2244 EXT. 2132 wabrous@hilinehomes.com Revised/ Thursday, November 07,2019 Printed: Monday, November 18, 2019 JOB NUMBER: PLAN NUMBER: RaynaMumbmwer HiUneHomss 1I]0662ndAve E Puyallup, VVA9U373 10Q1,17g9 792 Felkade Tesmenna-0arke This letter addresses the project at TBD, Tukwila, WA 98188.1 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 30.0 psf 25'2 psf 15.0 p»f 15.0 ps 40.0 psf 10.0 psf 1.33 ft Stem Wall Height Stem Wall Width Footing Height Footing Width Footing Footprint Area per Foot Concrete Volume per Foot Foundation Weight per Foot lS ft 0.5 ft 0.5 ft 1.2 ft 12 13 ft'/ft ROOFLOADS UPPER FLOOR LOADS Maximum Truss Span Tributary Length onWall Live Load onTop ofWall Dead Load ooTop ofWall Total Roof Load per Foot Opening Width (if > 2*3tennHt') Total Roof Live Load Under Opening Total Roof Dead Load Under Opening 22.0 ft 12.3 ft 311 p|f 185 p|f 496 p|f 4ft 363 plf 216 plf Wall Height Wall Load Tributary Floor Length Floor Live Load Floor Dead Load Total Floor Live Load Total Floor Dead Load ~ Wall oc 0.0 ft O�O p|t - ft 40@ p0 10.0 p|f 0.0 pif 0.0 p|f MAIN FLOOR LOADS CHECK FOR FOOTING ADEQUACY Wall Height Wall Load Tributary Floor Length Floor Live Load Floor Dead Load Total Dead Load Total Main Floor Load 8 ft 120 plf - ft 240 plf 60 p|f 180 plf Please feel free mocontact nneifyou have any questions. Thank you for your consideraVon, Total Weight pnSoil per Foot Soil Pressure Without Load Factor D+L D+Lr D+JSL+.75b MAX (D+LD+Lr,D+75L+JSLr) JActual soil Pressure Factored 1,198 plf 1,027 psf 836 p|f 958 p|f 1,036 p|f 1,036 p|f FOOTING = ACCEPTABLE Revised: Thursday, November 07,ZO19 Printed: Monday, November 18, 2019 JOB NUMBER: PLAN NUMBER: 1WD1-1799 792 RaynaK8umbower HiUneHomes 113O6GZndAve E Puyallup, VVA98373 (253)770'2244 Ex1.Z3Ol This letter addresses the project atT8D'Tukwila, VVA9O18D | have reviewed the footing specifications detailed inthe submitted plans and determined that they are adequate. Below are the calculations relative to the foundation footing size underneath the gable walls. DESIGN DATA FOUNDATION DATA Ground Snow Load Roof Live Load Roof Dead Load Wall Dead Load Floor Live Load Floor Dead Load Gable Roof Projection Allowable Soil Pressure 30.0 psf 25'2 psf 15.0 psf 15.0 psf 40.0 psf 10.0 psf 1.00 ft 1,500 psf Stem Wall Height Stem Wall Width Footing Height Footing Width Footing Footprint Area per Foot Concrete Volume per Foot Foundation Weight per Foot lS ft 0.5 ft QS ft 1-2 ft 1.2 l.] ft3 J ROOFLOADS UPPER FLOOR LOADS Truss Spacing Tributary Length onWall Live Load onTop ofWall Dead Load onTop ufWall Total Roof Load per Foot Opening Width (if > 2*StemHt.) Total Roof Live Load Under Opening Total Roof Dead Load Under Opening 2.0 ft 2.0 ft SO [lf 30 pif 00 pl�f 8 ft 92 p|f 55 p|f Wall Height Wall Load Tributary Floor Length Floor Live Load Floor Dead Load Total Floor Live Load Total Floor Dead Load + Wall mL &O ft 0.0 p|f 0.8 ft 40.0 plf 10.0 p|f OJ] p|f 0.0 p|f MAIN FLOOR LOADS CHECK FOR FOOTING ADEQUACY Wall Height Wall Load Tributary Floor Length Floor Live Load Floor Dead Load Total Dead Load Total Main Floor Load 0 ft 120 plf 2 ft QO p|[ 20 [if 140 plf Please feel free tocontact meifyou have any questions. Thank you for your consideratior), Total Weight wmSoil per Foot Soil Pressure Without Load Factor D+L D+Lr D+J5L+.75Lr MAX (D+LD+Lr,D+JSL+JSLr) Actual Soil Pressure Factored 567 pD 486 psf 475 p|f 487 p|f 520 p|f 520 p|f 446 psf FOOTING = ACCEPTABLE BEAM CALCULATION PACKAGE Fekade Tessema-Barke Job #1001-1799 TBD, Tukwila, WA 98188 Hiline Homes Plan 792 NOV 26 2019 ABDELOUAHAB ABROUS, Ph.D., P.E. Hiline Homes Design & Engineering Department 11306 62nd AVE E, Puyallup, WA 98373 (253) 770-2244 EXT. 2132 wabrous@hilinehomes.com Hiline Homes, LLC 11306 62ND AVE E Puyallup, WA 98373 253-770-2244 Project Title: Fekade Tessema-Barke Engineer: Rayna Mumbower Project ID: 1001-1799 Project Descr:792 Printed: 18 NOV 2019, 11:37AM Wood Beam DESCRIPTION: 4X8 D.F.#2 TYPICAL HEADER CODE REFERENCES tENERCALC Data Files1Jobs11001 PUYALURTESSEMA-BARKE RESIDENCE PLAN 792 JOB 1001-1798.ec6 . Sofiware copyrght ENERCALC, INC. 1983-2019, Build:12.19.8.31 HiLine Homes Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method Load Resistance Factor D Load Combination ASCE 7-16 Wood Species Wood Grade Fb + Fb - Fc - PrIl Fc - Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling : DouglasFir-Larch : No.2 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi Density E: Modulus of Elasticity Ebend- xx 1 ,600.0ksi Eminbend - xx 580.0 ksi 31.210pcf D(0.18495 L(0.3699) 4x8 Span = 4.50 ft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L= 0.030 ksf, Tributary Width = 12.330 ft, (Roof) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Design OK aximum Bending Stress Ratio = 0.402 1 Section used for this span 4x8 812.72psi 2,021.76psi Load Combination +1.20D+1.60L Location of maximum on span = 2.250ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.019 in Max Upward Transient Deflection 0.000 in Max Downward Total Deflection 0.029 in Max Upward Total Deflection 0.000 in Maximum Shear Stress Ratio Section used for this span Ratio = Ratio = Ratio = Ratio = Load Combination Location of maximum on span Span # where maximum occurs 2797 >=360 0 <360 1846 >=240 0 <240 0.259 : 1 4x8 80.44 psi 311.04 psi +1.20D+1.60L 3.909ft Span # 1 Overall Maximum Deflections Load Combination Span Max. -' Defl Location in Span Load Combination Max. '+" Defl Location in Span +D+L Vertical Reactions Load Combination 1 0.0292 2.266 Support notation : Far left is #1 Support 1 Support 2 0.0000 Values in KIPS 0.000 Overall MAXimum Overall MINimum D Only +D+L +1040.750L +0.60D L Only 1.261 0.832 0.429 1.261 1.053 0.257 0.832 1.261 0.832 0,429 1.261 1 053 0.257 0.832 Project Title: Fekade Tessema-Barke Engineer: Rayna Mumbower Project ID: 1001-1799 Project Descr:792 Hiline Homes, LLC 11306 62ND AVE E Puyallup, WA 98373 253-770-2244 Wood Beam DESCRIPTION: 4X8 D.F.#2 8' LIVING ROOM WINDOW HEADER CODE REFERENCES Printed: 18 NOV 2019, 11:37AM ENERCALC Data Filesllobs11001 PUYALLUKESSEMA-BARKE RESIDENCE PLAN 792 JOB 1001-1798.ec6 . are copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7'-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor D Load Combination ASCE 7-16 Wood Species DouglasFir-Larch Wood Grade : No.2 Beam Bracing Fb + Fb - Fc PrIl Fc - Perp Fv Ft : Beam is Fully Braced against lateral -torsional buckling 900.0 psi E: Modulus of Elasticity 900.0 psi Ebend- xx 1,600.0 ksi 1,350.0 psi Eminbend - xx 580.0 ksi 625.0 psi 180.0 psi 575.0 psi Density 31.210pcf D(0.049 L(0,09) 4x8 Span = 8.50 ft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.030 ksf, Tributary Width = 3.0 ft, (Roof) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio 0.358 1 Section used for this span 4x8 723.17psi 2,021.76psi Load Combination +1.20D+1.60L Location of maximum on span = 4.250ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.060 in Max Upward Transient Deflection 0.000 in Max Downward Total Deflection 0.093 in Max Upward Total Deflection 0.000 in Maximum Shear Stress Ratio Section used for this span Ratio = Ratio = Ratio = Ratio = Load Combination Location of maximum on span Span # where maximum occurs 1706 >=360 0 <360 1092 >=240 0 <240 Design OK 0.142 :1 4x8 44.27 psi 311.04 psi +1.20D+1,60L 0.000ft Span # 1 Overall Maximum Deflections Load Combination Span Max. "-' Dell Location in Span Load Combination Max. "+" Dell Location in Span +D+L Vertical Reactions Load Combination 1 0.0933 4,281 Support notation : Far left is #1 Support 1 Support 2 0.0000 Values in KIPS 0.000 Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only 0.597 0.383 0.215 0.597 0.501 0.129 0.383 0.597 0.383 0.215 0.597 0,501 0.129 0.383 Hiline Homes, LLC 11306 62ND AVE E Puyallup, WA 98373 253-770-2244 Wood Beam Lic. #: KW-06012728 DESCRIPTION: 2X6 H.F.#2 GAB CODE REFERENCES E END HEADER Project Title: Fekade Tessema-Barke Engineer: Rayna Mumbower Project ID: 1001-1799 Project Descr:792 Printed: 18 NOV 2019, 11:37AM \ ENERCALC Data Files \Jobs11001 PUYALLUP \TESSEMA-BARKE RESIDENCE PLAN 792 JOB 1001-1798.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . HiLine Homes Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor D Load Combination ASCE 7-16 Wood Species Wood Grade Beam Bracing Fb + Fb - Fc - Pril Hem -Fir Fc - Perp : No.2 Fv Ft : Beam is Fully Braced against lateral -torsional buckling Applied Loads 850 psi 850 psi 1300 psi 405 psi 150 psi 525 psi E: Modulus of Elasticity Ebend- xx 1300ksi Eminbend xx 470 ksi Density 26.84 pcf Service oads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.030 ksf, Tributary Width = 3.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.877 1 2x6 1,674.74psi 1,909.44 psi +1.20D1-1.60L 3.250ft Span # 1 Maximum Shear Stress Ratio Section used for this span 0.134 in Ratio 0.000 in Ratio = 0.204 in Ratio = 0.000 in Ratio = Load Combination Location of maximum on span Span # where maximum occurs 580 >=360 0 <360 382 >=240 0 <240 Design OK 0.392 : 2x6 101.71 psi 259.20 psi +1.20D+1.60L 6.049 ft Span # 1 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+" Dell Location in Span +D+L Vertical Reactions 0.2040 3.274 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Overall MAXimum Overall MlNimum D Only +D+L +D+0.750L +0.60D L Only Support 1 0.444 0.293 0.151 0.444 0.371 0.091 0.293 Support 2 0.444 0.293 0151 0.444 0.371 0.091 0,293 Hiline Homes, LLC 11306 62ND AVE E Puyallup, WA 98373 253-770-2244 Project Title: Fekade Tessema-Barke Engineer: Rayna Mumbower Project ID: 1001-1799 Project Descr: 792 Printed: 18 NOV 2019, 11:37AM Wood Beam Lic. # : KW-06012728 1ENERCALC Data FilestJobs11001 PUYALLUP1TESSEMA-BARKE RESIDENCE PLAN 792 JOB 1001-1798.ec6 „ copyright ENERCALC, INC, 1983-2019, Build:12.19.8,31 „ HiLine Homes DESCRIPTION: 2X6 H.F.#2 FRONT ENTRY DOOR HEADER CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor D Load Combination ASCE 7-16 Fb Fb + - Fc-PrII Wood Species Hem -Fir Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 850.0 psi 850.0 psi 1,300.0 psi 405.0 psi 150.0 psi 525.0 psi Density E: Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 470.0 ksi 26.840 pcf D(0.045 L(0.09) D(0.045 L(0.09) 2x6 Span = 3.50 ft 2x6 Span = 3.50 ft Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, L = 0.030 ksf, Tributary Width = 3.0 ft, (Roof) Load for Span Number 2 Uniform Load : D = 0.0150, L = 0.030 ksf, Tributary Width = 3.0 ft, (Roof) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. aximum Bending Stress Ratio = 0.254 1 Maximum Shear Stress Ratio Section used for this span 2x6 Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 485.57 psi 1 ,909.44 psi +1.20D+1.60L 3.500ft Span # 1 0.005 in Ratio = 0.000 in Ratio = 0.007 in Ratio = 0.000 in Ratio Load Combination Location of maximum on span Span # where maximum occurs 8887 >=360 0 <360 5858 >=240 0 <240 0.244 : 1 2x6 63.14 psi 259.20 psi +1.20D+1.60L 3.500 ft Span # 1 Overall Maximum Deflections Load Combination Span Max. '-' Dell Location in Span Load Combination Max. "+" Dell Location in Span +D+L +D+L Vertical Reactions 2 0.0072 1.486 0.0071 2.034 Support notation : Far left is #1 0.0000 0.0000 Values in KIPS 0.000 0.000 Load Combination Support 1 Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D 0.179 0.118 0.061 0,179 0.150 0.037 Support 2 Support 3 0.597 0.179 0,394 0.118 0.204 0.061 0.597 0.179 0.499 0.150 0.122 0.037 Hiline Homes, LLC 11306 62ND AVE E Puyallup, WA 98373 253-770-2244 Project Title: Fekade Tessema-Barke Engineer: Rayna Mumbower Project ID: 1001-1799 Project Descr:792 Printed: 18 NOV 2019, 11:37AM Wood Beam Lic. # : KW-06012728 1ENERCALC Data FilesJobs11001 PUYALLUKTESSEMA-BARKE RESIDENCE PLAN 792 JOB 1001-1798.ec6 re copyright ENERCALC, INC.1983-2019, Build:12,19.8.31 . Hiline Homes DESCRIPTION: 2X6 H.F.#2 FRONT ENTRY DOOR HEADER Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination L Only Support 1 Support 2 Support 3 0.118 0.394 0.118 MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 792 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: K6979273 thru K6979275 My license renewal date for the state of Washington is September 28, 2021. November 26,2019 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 of the design parameters or the designs for any particular building, Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 2 0 2020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 2 0 2019 PERMIT CENTER Job, Truss Truss Type Oty Ply K6979273 792 A01 GABLE 2 1 Job Reference Optional) Builders FirstSou -1-4-0 1-4.0 (Arlingt A) 11-0-0 11-0-0 Arlington, WA • 98223, 5.00 12 8 240 s Jul 14 2019 MTek Industries, Inc. Tue Nov 26 08:53:24 2019 Page 1 10:ICwOyYTX20G8Xfyr8ccfi5zOp2j-ojyMobrnR2m1q?LI 6 OCprJYp2MPNcdCVA3dcJyFMUP 22-0-0 23-4-0 11-0-0 1-4-0 3x6 = 8 9 10 11 12 14 R1 !A !1 �lN�rS�drlf R/ 1A !1 Ini w r w wg� r w r r 8 r r 8 MY "74i ! - a$i' Ili, No. i'V:4 -....W rr fi inkir0vrvv«"VA'$Ti .:;Niis a!"V" ri,.. !�+i .% - a rin ".316151r*Y2 ti.."* 4S i 15 3x6 = 30 29 28 2726 25 3x6 = 24 22-0-0 23 22 21 20 19 18 Scale = 1:39.5 16 3x6 = 22-0-0 Plate Offsets (X,Y)-- [9:0-3-0,Edge] LOADING (psf) TCLL (roof) 25,0 Snow (Pf) 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 0.17 BC 0.11 WB 0.04 Matrix-SH DEFL. in (loc) I/defl Lid Vert(LL) -0.00 17 n/r 180 Vert(CT) 0.00 17 n/r 120 Horz(CT) 0.00 16 n/a n/a PLATES GRIP MT20 220/195 Weight: 110 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E *Except* 2-26: 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 22-0-0. (Ib) - Max Horz 2=-74(LC 15) Max Uplift All uplift 100 Ib or less at joint(s) 2, 25, 27, 28, 29, 30, 22, 21, 20, 19, 18, 16 Max Gray All reactions 250 Ib or less at joint(s) 24, 25, 27, 28, 29, 23, 22, 21, 20, 19 except 2=267(LC 20), 30=323(LC 21), 18=323(LC 22), 16=287(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-30=-255/86, 15-18=-255/86 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=10R; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) TCLL: ASCE 7-10; Pr=25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=30.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Fully Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 time flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.0psf 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. 12) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift et joint(s) 2, 25, 27, 28, 29, 30, 22, 21, 20, 19, 18, 16. November 26,2019 ARNING - Verify des19n parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 10/03,2018 BEFORE USE. design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for slability 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/TPIt Duality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. w MiTek' 250 Klug Circle Corona, CA 92880 Job . Truss Truss Type City Ply K6979274 792 A02 Common 17 1 Job Reference (optional) Builders FirstSource (Arlington, WA), 1-4-0 1-4-0 5-9-14 5-9-14 Arlington, WA - 98223, 7-6-10 11-0-0 5-2-2 4x4 14-5-6 8 240 s Jul 14 2019 MiTek Industries, Inc. Tue Nov 26 08:53:26 2019 Page 1 I D:ICwOyYTX20G8Xfyr8ccfi5zOp2j-1646DHohaN HYFNN EPggvGOr5rylrVnUyUYkgCyFMU N 16-2-2 { 22-0-0 123-4-0 5-2-2 5-9-14 1-4-0 22-0 0 Scale = 1:39.5 7.6.10 6-10-13 7-6.10 LOADING (psf) TCLL (roof) 25.0 Snow (Pf) 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 TC 0.37 BC 0,50 WB 0.12 Matrix-SH DEFL. in (loc) 1/dell L/d Vert(LL) -0.09 8-10 >999 240 Vert(CT) -0.15 2-10 >999 180 Horz(CT) 0.05 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 89 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E *Except* 2-9: 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 2=1159/0-5-8, 6=1159/0-5-8 Max Horz 2=-74(LC 15) Max Uplift 2=-109(LC 14), 6=-109(LC 15) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2031/330, 3-4=-1756/316, 4-5=-1756/316, 5-6=-2031/330 BOT CHORD 2-10=-213/1785, 8-10=-75/1200, 6-8=-213/1785 WEBS 4.8=-71/648, 5-8=-498/159, 4-10=-71/648, 3-10=-498/159 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-10-7 oc puffins. 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=l lomph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=loft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=30.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=109, 6=109, November 26,2019 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER' REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 'Design yard for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members oily. Additional temporary and permanent bracing is aMreys 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. 250 Klug Circle Corona, CA 92880 Job . Truss Truss Type Oty Ply K6979275 792 AO2D COMMON 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), -1-4-0 1-4-0 5-9-14 5-9-14 Arlington, WA - 98223, 7-6-10 11-0-0 5-2-2 8 240 s Jul 14 2019 MiTek Industries, Inc. Tue Nov 26 08:53:27 2019 Page 1 ID:lCwOyYTX20G8X1yr8ccfi5zOp2j-DIeVQcoJLhPPsoUZn6BvRTx0rFl_ay1 eB8HIDeyFMUM 16-2-2 22-0-0 1 2 3 -4-0 5-2-2 5-9-14 1-4-0 4x4 4 14-5-6 22-0 0 Scale = 1:39.5 7-6-10 6-10-13 LOADING (psf) TCLL (roof) 25.0 Snow (Pf) 30.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 LumberDOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 7-6-10 CS!. TC 0.37 BC 0.50 WB 0.12 Matrix-SH LUMBER - TOP CHORD 2x4 DF 1800F 1,6E BOT CHORD 2x4 DF 1800F 1,6E *Except* 2-9: 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 2=1159/0-5-8, 6=1159/0-5-8 Max Horz 2=-78(LC 49) Max Uplift 2=-450(LC 46), 6=-450(LC 49) Max Gray 2=1229(LC 33), 6=1229(LC 32) DEFL. in (loc) I/deft Lid Vert(LL) -0.09 8-10 >999 240 Vert(CT) -0.15 2-10 >999 180 Horz(CT) 0.05 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 89 Ib FT = 20% FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 2-3=-2340/979, 3-4=-1790/535, 4-5=-1789/534, 5-6=-2338/977 BOT CHORD 2-10=-931/2014, 8-10= 813/1599, 6-8=-851/2081 WEBS 4-8=-78/648, 5-8=-498/159, 4-10=-76/648, 3-10=-498/159 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-7-11 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=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=10ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=25.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=30,0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Fully Exp,; Ct=1.10 4) Unbalanced snow loads have been considered for this design, 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) "This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be HF No.2 crushing capacity of 405 psi, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=450, 6=450, 10) This truss has been designed for a total drag load of 1600 Ib, Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-5-8 for 128.4 plf. November 26,2019 g WARNING - Verify design paremetere and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MG-7473 rev. 10 03 2015 BEFORE USE. *Design valid for use only with MiTel0 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 property incorporate this design into the overall building design, Bracing indicated i5 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/TPltl Qualify Criteria, OSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MI MiTek' 250 Klug Circle Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0- 'ris' from outside edge of truss, This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 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: ANSIITPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing pf Metal Plate Connected Wood Trusses. cc 0 0 Numbering System 6-4-8 dimensions shown in tt•in•sixteenths (Drawings not to scale) 3 TOP CHORDS CL2 C23 WAli BOTTOM CHORDS 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MIt� 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 BCSI, 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered, 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5, Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI(TPI 1, 7, Design assumes trusses will be suitably protected from the environment in accord with ANSI(TPI 1. B. Unless otherwise noted, moisture content of lumber shall not exceed 19% a1 time of fabrication. 9. Unless expressly nosed, this design is not applicable for use with fire retardant, preservative treated, or green lumber, 10. Camber is a nonstructural 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, 8 no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16, Do not cut or alter truss member or plate without prior approval of an engineer. 17, Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19, Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 0 ttet- 0 a31N30 IMEnd 22-00-00 A01 AO2D 1600# DRAG N Q AO 22-00-00 61 20815 67th Ave NE BuildersArlington, WA 98223 Phone: 1-360-925-4155 FirstSorce LDER SUBDIV __-- Hiline - Puyallup T: PROD ADDRESS : 1001-1799 Tessema-Barke O 792 Plan OB 2170757 THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These Iruss are designed d 'du I building o be incorporated into thebuilding design ideationf the building designer. See the vidual d TMg S h f each design identified the plat t drawing. The building designer is responsible for temporary and permanent bracing of the r ' and Boor system and for Inc overall structure. The design of ms e support structureincluding header berm walls. truss columns is the respunsibility of the building designer. Far general guidance regarding bracing, consult "Bracing of wood uu available from the Truss Plate Institute, 583 IYOrifrio Drive, Madison, WI 53179 City of Tukwila Department of Community Development January 22, 2020 SHELDON SMITH 4001 72ND ST E TACOMA, WA 98443 RE: Correction Letter # 1 ACCESSORY DWELLING UNIT Permit Application Number D19-0404 TESSEMA-BARKE ADU - 4115 S 150TH 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: FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. • 1) Fire access not shown: Please submit a to scale site plan detailing vehicular access to the proposed building from the public street. 2) Location of nearest fire hydrant not shown: Please submit a to scale site plan showing the location of the nearest fire hydrant as measured by vehicular travel distance. 3) Please submit a water availability statement from King County Water District # 125. PLANNING DEPARTMENT: Yorusalem Bern net Mengist at if you have questions regarding these comments. • 1. Please include a site plan in the plan set showing the detached accessory dwelling unit and how it will be accessed. Be sure proposed detached accessory structure meets location requirements in TMC 18.50.220. 2. Per TMC 18.10.057, The maximum total footprint of all residential structures located on a lot in the Low - Density Residential District shall be limited to 35%; The maximum footprint is reduced by 0.125% for each 100 square feet of lot area in excess of 6,500 square feet and less than 19,000 square feet. Please update plans to show a lot coverage diagram meeting this standard. 3. Per TMC 18.50.220.A.6, detached ADUs may be up to 20 feet in height. Please update elevations to show height dimensions meeting this standard and label elevation views by directions (Le. north, south etc.). 4. Please submit a completed ADU registration application. This form can be found on the City's website under Land Use Application Forms. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1) Submit a site plan showing location of the proposed ADU in relationship to the property lines and to the proposed new 4 bedroom SFR presently being reviewed under permit application D19-0219. 2) Show how water and sewer line will serve the proposed ADU. 3) Submit plans to Valley view Sewer District for review and submit copy of their sanitary sewer permit. 4) Show a erosion control and storm drainage for proposed ADU. 5) Since Public Works fee is based on the percentage of site construction cost, please enter cost on the 1st page of the attached Public Works Bulletin A2. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Contingent on response to these corrections further plan review may request for additional corrections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that three (3) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, pL4 Bill Rambo Permit Technician File No, D19-0404 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Joanna Spencer From: Sent: To: Subject: Hi Joanna, Sheldon Smith <sheldon@cbayconstruction.com> Friday, March 27, 2020 2:03 PM Joanna Spencer RE: D19-0404 Proposed ADU @ 4115 S 150TH ST The onsite development cost is 19k and the work in the right of way is $3,500. The contractor is Precision Excavation Northwest. Shaun Miller Cell: (253) 261-6723 www.precisionexcavationnw.com Sincerely, Sheldon Smith (253) 380-2357 4001 72nd Street East Tacoma, WA 98443 gommencement Bay consulting services From: Joanna Spencer [mailto:Joanna.Spencer@TukwilaWA.gov] Sent: Friday, March 27, 2020 1:57 PM To: Sheldon Smith Subject: RE: D19-0404 Proposed ADU @ 4115 S 150TH ST Sheldon, It just landed on my desk. What is the site work construction cost. I need the $ amount for the PW fee. Thanks, JOANNA SPENCER Development Engineer Tukwila Public Works 6300 Southcenter Blvd, Suite 100, Tukwila, WA 98188-2544 Phone: 206 431-2440 Fax: 206 431-3665 From: Sheldon Smith <sheldon@cbayconstruction.com> Sent: Friday, March 27, 2020 1:52 PM To: Joanna Spencer <Joanna.Spencer@TukwilaWA.gov> Subject: RE: D19-0404 Proposed ADU @ 4115 S 150TH ST Ok, great. Joanna Spencer From: Sheldon Smith <sheldon@cbayconstruction.com> Sent: Friday, March 27, 2020 12:44 PM To: Joanna Spencer Cc: andrewl@valleyviewsewerorg Subject: RE: D19-0404 Proposed ADU @ 4115 S 150TH ST Attachments: Sewer letter.pdf Hi Joanna, Yes, we did pay the $50 fee almost a year ago now. We also went back to meet with them again after we added the detached ADU into the project thinking that they would need to adjust the letter but they said they didn't. Where is their signature supposed to be on the form ? I don't see a spot for it. I think I submitted the original right after I got :it from them and don't have a full copy of that one myself anymore. Sincerely, Sheldon Smith (253) 380-2357 4001 72nd Street East Tacoma, WA 98443 qommencement Bay consulting services From: Joanna Spencer [mailto:Joanna.Spencer@TukwilaWA.gov] Sent: Friday, March 27, 2020 12:04 PM To: SHELDON@CBAYCONSTRUCTION.COM Cc: andrewl@valleyviewsewer.org Subject: D19-0404 Proposed ADU @ 4115 S 150TH ST As part of your revision submittal you included a Valley View Sewer Availability ability letter, however it has the applicant's signature only and it was not signed by the VV Sewer District @ 206 242-3236. Did you pay them a fee? If not please obtain executed Sewer Availability letter by the District. JOANNA SPENCER Development Engineer Tukwila Public Works 6300 Southcenter Blvd, Suite 100, Tukwila, WA 98188-2544 Phone: 206 431-2440 Fax: 206 431-3665 CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links from an unknown or suspicious origin. \� ATTACHMEMTTO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITYINON-AVAILABILITY The following terms and conditions apply tothe attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate") 1. Thbcertificatebva|idmdyforrherea|propertyrefeenmd-herein ("Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party 5hall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. Z. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. Aaofthe date ofthe District's signature onthis Certificate, the District represents that sewer service gavailable to the Property through sewer systems that exist o,that may be extended by the applicant. The District makes nuother representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City ofTukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject ofthis Certificate. 4. Ifthe District mthe applicant must extend the District's sewer system toprovide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property 5hall be subject,nand conditioned upon availability ofsewer service u/the Property atthe time q[such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations ineffect atthe time ufsuch application. I acknowledge that I have received the Certificate of SewerAvoilabilitylNon -Availability and this attachment, and fully understand the terms and conditinnshomhn. Applicant's signature • 14818 4011 4035 4041 4055 4061 14811 14812 %14836 14838 3814 3728 3804 4003 4015 4019 4013 4037 4039 3735 MC 3805 4001 3775 3745 3765 3742 3732 4003 4010 4014 4022 4032 4030 E16.48 • 4034 4036 S150THST 11 a 1 I I (1 E1645 ?14031 4033 4005 4019 4025 4008 4010 4004 4035 4037 4030 14911 14829 14827 CO E16.49 0 14833 14835 14919 14925 1- 4050 4052 0E16.47 7 E1646 11I 14839 41 14924 14 14928 14929 4108 4039 4041 4047 4053 4105 4111 3748 3740 4014 4026 4032 4002 S 152N0 ST 1 1 1 I E17:61 I iggVI 1 I' 3735 3741 4001 4003 15207 4050 4042 4056 4062 4070 14826 14836 14844 14850 4221 4218 4231 4245 F16.1 4234 F16-2 • 4302 4238 4242 ( F16.4,1 ST F16 CO F16-42 4216 4246 14860 E16-51 1 .h F16.701 4209 15014 4036 •E1652 51151ST ST l 1 15026. E1653� 4023 4053 4063 15105 4044 15117 4056 15123 4066 4221 15120 15122 E17:62 L E17.63 152061 4011 15203 nv 15206 4220 4225 3 4306 4310 F16 18 43141 1► 4255 4319 F16.9 • 5015 15021 0 J �} t 15029 a • 0 F16.10 1' 15046 F16.13 • Se wc( / City of Tukwila Fire Department Allan Ekberg, Mayor Jay C. Wittwer, Fire Chief OFFICIAL ADDRESS NOTIFICATION May 8, 2020 This is notification of a NEW address within the City of Tukwila. If this address is part of your service area, please update your records to reflect this information: PARCEL NUMBER FOR NEW ADDRESS: 1422700060 NEW ADDRESS: Main House 4115 S 150TH ST TUKWILA 98188 NEW ADDRESS: Detached ADU 4119 S 150TH ST TUKWILA 98188 RETIRED ADDRESS: N/A ' g ! _ 4115 S 150 ST TUKWILA 98188 1422700060 4119 S 150 ST TUKWILA 98188 Ben Hayman I Battalion Chief Tukwila Fire Department 1 Fire Marshal 6300 Southcenter Blvd. #209 Tukwila, WA. 98188 Email: Ben.HavmanRTukwilaWA.gov Tukwila Fire Marshal's Office • 6300 Southcenter Blvd., Suite #209 • Tukwila, Washington 98188 Email: FireMarshal@tukwilawa.gov / PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0404 PROJECT NAME: TESSEMA-BARKE ADU SITE ADDRESS: 4115 S 150 ST Original Plan Submittal DATE: 03/06/2020 Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: Building Division A.) Pt-W Public Works em to mi V16-1 IV\ ttHiPa Fire Prevention MIIIanning Division Structural n Permit Coordinator 101 PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 03/10/2020 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required n (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: DUE DATE: 04/21/2020 Approved with Conditions Fire Fees Apply Denied (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg D Fire E Ping D PW Staff Initials: 12/18/2013 PERT MORD COP } PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0404 PROJECT NAME: TESSEMA-BARKE ADU SITE ADDRESS: 4115 S 150TH ST X Original Plan Submittal Response to Correction Letter # DATE: 12/20/2019 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: ling Division Publ DSKs c Works Usi249-- r\'W Ft e Prevention Planning ivis on Structural r Permit Coordinator III PRELIMINARY REVIEW: DATE: 12/24/19 Not Applicable r Structural Review Required (no approval/review required) REVIEWER'S INITIALS: DATE: P APPROVALS OR CORRECTIONS: Approved Corrections Required P Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 1/21/2020 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 1-21.1')OM Departments issued corrections: Bldg 0 Fire Ping iE PW Staff Inn ials: 12/18/2013 a City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL 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: D 19-0Z 9 ❑ Response to Incomplete Letter # Response to Correction Letter # ( 2' ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Tessema-Barke Residence Project Address: 4115 S 150 St Contact Person: Sheldon Smith Atu RECEIVED CITY OF TLJ K WILA MAR 0 6 7070 PERMIT GENT R Phone Number: 253-380-2357 Summary of Revision: Fire Department - Al Metzler - plan review - response. 1. We are intending the proposed driveway from South 150th Street to be the fire access for the primary home and garage. The ADU does not have a garage and is to be accessed by the walk way shown on the site plan. We had originally submitted this concept previous to applying for the building permits and were told that we had enough parking in the shared driveway. In addition, adding any vehicular access to the small ADU behind the home would not be allowed by the planning department's lot coverage limit rule which we barely meet as is. Can we install a fire alarm, or supression system to satisfy fire requirements for vehicular access to the ADU ? 2. The location of the existing fire hydrant has always been shown on the site plan we submitted initially, at the Northeast corner of the property near the intersection. The site plan is already to scale at 1 "/20'. 3. We already submitted a water availability letter during the time of application for the permit. Attached is another copy of that letter. It also has always shown the location of the hydrant at the property. C:Users\Owner\Desktop\CBay\Site Plans\Production\SPO320 - HiLine Projects-\Fekade Tessema-Barke • permitting\ADU - file\Revision Submittal Formdoc 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 Planning Department - Yorusalem Bemnet Mengist - plan review - response. 1. Attached is our site plan for the project. We believe the ADU meets the requirements of TMC 18.50.220 2. Please find attached site plan with area table added to show compliance with lot coverage rule TMC 18.10.57 3. The proposed ADU is less than 20' tall and it is now shown on the attached revised elevations page along with the cardinal directions added. 4. Please find attached the ADU Registration application form completed and signed. PW Department - Joanna Spencer - plan review - responses. 1. We had already submitted a to scale site plan showing the location of the ADU and home. Attached is another copy. 2. The water and sewer connection lines are already shown on the site plan in the locations and manner specified by the utility company and assured by the water and availability letters submitted. 3. The plans have already been reviewed by Valley View Sewer District prior to our initial submittal of this pe, mit application. Our plans show the connections as they specified. 4. We had already submitted an engineered storm 'water and erosion control plan with the initial application materials. Attached is another copy. Sheet Number(s): SP-1 & A-3 "Cloud" or highlight all areas of revision includin ate of r Received at the City of Tukwila Permit Center by: Di-- Entered in TRAKiT on CAUsers OvrrterOesIctop CBay tie Plans \ProductiornSP0320 - HiLine Projects -\Fekade Tesserna-Barke - permitting \ ADU - file \Revision Submittal Form.doc Revised: August 2015 v 0 0 Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Docurnent(s): D19-0404 Grantor: Fekade Tessema-Barke Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along S 150th St and adjacent to 4119 S 150th St. Abbreviated Work Description: Work within the City Right -of -Way, including utilities, access and street use. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmlessthe City, its officers, agents and employees, from and against any and all claims, losses or liability, including attom ey'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 inu ification 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. 0 IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this ?- day of KR_ v) , 2020. ....,.e........._.___ _____,..„ Si4 Authorized ature / Grantor STA IE OF WASHINGTON) )ss. CouuLy of King I certify that I know or have satisfactory evidence that re4 de ----v556:076,- is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as the 61,U n-e i/ Fekade Tessema- Barke, to be the free and voluntary act of such party for the uses and purposes mentioned in this instrument. Dated ve, A WEA)/iii/ .4:44p1A14 ".- de C.0 Ali BO (f) #4, $.294 OF WNS -,11‘‘‘‘vosNINN z-ezt 4-6/(4 r Notary Pu lic in and for the State of Washington 11;(4)t( residing at My appointment expires 0 0 0 DATED this day of 1 , 2020 GRAN FEE: CITY A By: Print Name: Henry Hash Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING On this day, before me personally appeared HENRY HASH to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. liklooWS048). Name: „A (-bier( NOTARY PUBLIC, in and for the State of Washington, residing at / CA_KLU kkc_c My commission expires: 05" /9-6/ City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: htto://www.TukwilaWA.gov CERTIFICATE OF WATER AVAILABILITY PERMIT NO.: Part A: To be completed by applicant Site address (attach map and legal description showing hydrant location and size of main): 41 XX ISO '70 - 006,0 Owner Tnforinatioo Agent/Contact Person Name: I Name: Address: 1 411 ' Address: Phone: CIS 03Q " on .4i-N Phone: This certificate is for the purposes of: Residential Building Permit CommerciallIndustrial Building Permit 0 Preliminary Plat D Rezone Estimated number of service connections and water meter size(s): i Short Subdivision 0 Other Vehicular distance from nearest hydrant to the closest point of structure is 45 ft. Area is served by (Water Utility District): WATER DiSTRka 125 Part B: To be completed by water utility district 1. The proposed project is within No improvements required. 11A 1--)711-A. -r- G (City/County) e improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: Se sheet (f more room is needed) 4. Based upon the improvements listed above, water can be provided and will be available in the site with a flow of residual for a duration of 2 hours at a velocity of ca fps as documented by the attached calculations. 5. Water availability: Acceptable service can be provided to this projw Ej Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. C:1 System is riot capable of providing service to this project 1 hereby certify that the above information is true and correct. 10•1411110101010111111.011W Ka-11:)4-‘25 200-2.42- R547 rylArk Agency/Phone CORRECTION LTR# By COO gpm at 20 psi RECEIVED CITY OF TUKWILA MAR 0 6 2020 ---44141144-CENTER Date ExPg2E5 IttApplictitiortsWon.,Applietttlavo oa LJAA2011-0 clot Imbed: May 20/ I Attachment to Certificate of Water Availability King County Water District No. 125 The following terms and conditions apply to the attached Certificate of Availability ("Certificate") 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to City of Tukwila ("City"). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. 5. Developer will be responsible for all costs associated with the water improvements and relocatio Cr Applicant Signatur �.,,�►Tf, Date 0 5' T t District Signatur Date 5- IV -1 1 14929 14860 Sources: Esri. HERE, DeLorme, USGS, Intermap, INCREMENT PI blijicon Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand), Mapmylndia, NGCC, © OpenStreetMap contributors, and the GIS User unity N WATER DISTRICT 125 BASEMAP 5 __ ..y.econaernana 0.11IIIVI WWII/ Ivr,oramps Seoule, W%ouz6o Le�p��we^us / \ ` Phone. f2n6)2*2a236 � J aoc 2*2-1527 xcptmo. < .0 Certificate CERTIFICATE OpSEWER AVAILABILITY / NON AVAILABILITY B�J�zof��@�00 �bnnmoxc�hgJ0�Q0 ofSewer Availability OR CJ Certificate of�awerNon'4vai|abi|by Part A:(To 8e Commpl6ted@y Applicant) Purpose ofCertificate: [] Building [] Short Permit [] Preliminary Plat nrPUD Division F1 Rezone []Other . � . Proposed Use: � Residential [] [nmnnenia] Single Family [] Residential Multi-Family'[I Other Applicant's Name ^ ^ ^ � Phone Number U Pmpomy/b��es ~ l�xLotNumber \ Legal Description (Attach Map and legal Description ifNecessarYt . . � Part 0mTmbeCompleted by Sewer Agency a. l' [l OR O A Sewer Service will beprovided byside sewer connection only toanexisting size sewer feet from the site and the sewer system has the capacity toserve the proposed use. will require an improvement to the sewer system of: b. Sewer service [] (1) [] (2) [3 E0 feet ofsewer trunk urlateral toreach the site, and/or The construction ofacollection system unthe site ancVor . Other (describe) . � 2_ WYustbecompleted ifl'babove ischecked a.The sewer systn� system improvement conformance O plan, OR (J b.Thesewer system improvement will requireasewer comprehensive amendment. 3' a. The proposed project bwithin the corporate limits nfthe District or has been granted Boundary | 0 Review Board approval for extension ofservice outside the District. OR 0a'Annexation or8RVapproval-will benecessary topmvide�mviou / / 4`Service o. District b' Easements: c. Other / hereby oe��ythat from the date is subject Connection . � � tothe following; Permit / Charges due prior tuconnection: �R� �F-- � �F[ � --7 Unit: � / Total � ' � . . � - ' (Subject tnChange onJanuary 1m0 Either a King County/METRO Capacity Charge, SWSSD or Midway Sewer District Connection Charge maybe due upon connection tusewers. []Required CJMaybe Required . w�� m�«" " ��o the above sewer agency infunnadonb�ue.This ce�dYmtinnshaUbevaUdforoneyear ufsignature.` &d�� rvvn��By Title Date FEMN CENTER / ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY , The following terms and conditions apply to the attached ValleyView Sewer District ('District) Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real property referenced•herein ("Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City ofTukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. 1 acknowledge that I have received the Certificate of Sewer Availability/Non -Availability and this attachment, and fully understand the terms and conditions herein. Applicant's signature Date • * kr ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real property referenced iiereln ("Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burlen and/or City of SeaTac. This certificate Is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service Is available to the Property through sewer systems that exist or that may be extended by the applicant The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City ofTukwila, City of Burlen, City of Seatac or any other govemmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the govemmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, polities, and/or regulations In effect at the time of such application. i acknowledge that I hove received the Certificate of Sewer Availability/Non -Availability and this attachment and fully understand the terms and conditions herein. Applicant's signature Date 0 14818 4011 4035 4041 4055 4061 14811 14812 14838 3728 3804 4003 4015 4019 4013 4037 4039 3814 4010 4014 4022 S 150TH ST ► 11I I II ©E16 45 4032 3735 38p5 +4031 080 4001 1 4033 3775 4005 4019 4025 3745 3765 3742 3732 4003 3748 3740 4010 4004 14911 14829 14827 14826 CO E16.49 E16-50 14833 14835 "'f r"` 4030 14919 f 14839 > 14836 4034 4036 4035 4037 4030 4014 4026 4032 4002 S 152ND ST 1 I I I E11:61 EaI I 6 3735 3741 4001 4003 15207 E16 48 ( E16-47 y ® 14924 14925 a N 14844 1. 14855 y 14928 4050 4052 1 14929 I I E16.46 4108 III 1 4047 4053 4105 4111 14850 14860 E16.51 4209 15014 4050 4042 4050 4062 4070 %E16I52 S 151ST ST 4036 © � ► I J 15026 I E16.53 4023 4053 4063 15105 15117 4044 4056 15123 4066 E17:62 l G r 15206 I 4011 15203 u F 15120 15122 4221 4218 4216 6.7 4231 4245 F16-1 4238 4234 424 CO F16.42 4246 F16.2 Q 4302 F 16 4,1 43141 4310 4221 4233 1 4255 4319 E17.63 r 15206 4220 4225 F16.9 15015 0 15021 y , a V 15029 a 0 ► 0 F16.10 r 15046 F16.13 0 HI -LINE HOMES \ / Page 1 of 3 L&I regional offices are closed to public visits until further notice. Offices can still help you by phone from 8 a.m. to 5 p.m. weekdays (except state holidays). Use the phone number for your closest regional office (https://lni.wamov/anencv/contact/#office-locations), or you can call the Office of Information and Assistance at 360-902-5800. COlabor & Industlies (https://tai.wkgaLli 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 WA UBI No. 601 584 067 Parent company CREATIVE DESIGN BUILDERS INC 11306 62ND AVE E PUYALLUP, WA 98373 253-840-1849 PIERCE County Business type Corporation Governing persons 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 hups://secure.lni.wa.gov/verify/Detail.aspx?UBI=601584067&LIC=H NH*983BD&SAW= 5/26/2020 GENERAL CONSTRUCTION NOTES 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 WITH 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 W/ 10d NAILS @ 12" O.C. AND AT SPLICES W/ 10d NAILS @ T 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 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 SHEATHING W/ 8d NAILS @ 6" O.C. EDGE AND 12" Q.C. FIELD, EXTERIOR STUDS MUST 10. SIDEWALL FLASHING: MIN. 4"x4" STEP FLASHING AT BE SPACED AT 16" O.C. WALL / ROOF CONNECTIONS AND TURNED OUT AT THE BOTTOM TO DIRECT WATER AWAY FROM THE 12. ALL BEDROOMS ARE TO HAVE AN EGRESS WINDOW WITH A MIN. WIDTH OF 20" AND A WALL AND ONTO THE ROOF AND/OR GUTTER. IRC MIN. HEIGHT OF 24" WITH A MINIMUM NET CLEAR OPENING NOT LESS THAN 5.7 FT 2. R905.2.8.3. 13. SEE SHEET "E1" 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 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 Pcermft No. �2- Plan review approval is subject to errors and omissions. Approval of construction oucumerds does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copy and oonditl S IS ackn ledged: sy. _ Date: ,_ city Of TUKwne BUILDING DIVISION REVISIONS No c,:anoes snav Ue m,,ade to the scope of work wltnour Dino:a pDroval of the Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review. 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 FT 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 R408.1; 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"x10" 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. SEPARATEPERMIT REQUIRED FOR: CPMechanical lectrical Ltd lumbing Lkr Gas Piping City of Tukwila BUILDING DIVISION LATERAL DESIGN CRITERIA AND MINIMUM SITE CONDITIONS INFORMATION OCCUPANCY CATEGORY II BASIC I 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 (g) 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: e 2015 IRC (WITH WASHINGTON STATE AMENDMENTS) e 2015 IBC (INTERNATIONAL BUILDING CODE) e 2015 WSEC (WASHINGTON ENERGY CODE - RESIDENTIAL) • 2015 (UPC) UNIFORM PLUMBING CODE (IAPMO) DOCUMENT SHEET INDEX CS COVER SHEET Al FLOOR PLAN A2 BUILDING SECTIONS 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 CODE COMPLIANCE APPROVED MAY 20 2020 STRUCTURAL L UV � NV 201019 ity of Tukwila BUILDING DIVISION �0 �w° "`M� f ONLY �p 36110 ,W4' rONA'L RECEIVED CITY OF TUKWILA DEC. 20 2019 PERMIT CENTER (0 O Uy 4) 0 W : a� Os _- C rn J T O O .i. U 3: _ O O (C) Do O 0o O 0000 O (3)N QN M d' E- Q to z o UJ 0 o of U5 a- W tee/ LL. u) N W < LUoda Q mQrno 45L� 06 W `. W �00UJI YN, OF W N L) v F- LL W W > W oa: C.) U) HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 792R DATE: 10/28/19 JOB#: 1001-1799 ENERGY CREDITS TABLE R406.2: 1. HIGH EFFICIENCY HVAC EQUIPMENT 3D (1.0 CREDIT) - DUCTLESS SPLIT SYSTEM HEAT PUMP, ZONAL CONTROL 2. 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. 3. TOTAL CREDITS =1.5 *ALL EXTERIOR DOORS TO HAVE THRESHOLD SUPPORT PER DETAIL 7 ON SHEET A4. LEGEND A = 22"X30" INSULATED ATTIC ACCESS W/ WEATHERSTRIPPING C = 18"X24" INSULATED CRAWL ACCESS W/ WEATHERSTRIPPING = WATER HEATER: WH ANCHORAGE IN SDC DO, D1, D2 (DETAIL 1 ON A4-1) HB = HOSE BIB HS = HORIZONTAL SLIDER WINDOW SH = SINGLE HUNG WINDOW FIX = FIXED WINDOW S.G. = SAFETY GLAZING AREA SUMMARY TOTAL FLOOR AREA 792 SQ. FT. �V N in 0 o m LO A �2 — — cp C PAD 990 9'-82' --- - 12'-32' 5'-1" 4'-72' 2'-12' 10'-2" HALF-LITE % 5' R&S 40 40 HS HR IS�r 11I�W,jf°1N BDRM 1 CE_5-0JL__J J L9 "? UTIL 6'-112" 0) in S� J 4''72 v -� 24 BATS -...--n a 26 T-52 1 7 5 0� S A- R&s _ _ - G 26 I =1 Q Q RANGE W/ - N REFS 0 HOOD (VTO)�r BDRM 2 30 = s'-1o" to co KITCHEN M 0 M ih 2 o I DW I J ihL - j 9'-82 2 9, I -6 5 52 35%2' HALF WALL - LIVING ONE HEIGHTTOP \ ~---DUCTLESS W/ 12" OVERHANG DINING HEAT PUMP 30 80 50 XOX 3050 HS S.G. S.G. 6'-7" T-8" 3'-91, 4'-0" 22'-0" OP b M 0 r REVIEWED FOR CODE COMPLIANCE APPROVED MAY 2 0 2020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC. 2 0 2019 PERMIT CENTER FIRST FLOOR PLAN 1/41' = 1'-0" r� W o 0, d= E a, D O C� rn A TT a i U O O (D 000 000 000 Q N o W 0 w ~ � W � Q ItU) CV Q mQ00 a)O Q=h a �� W �I—(0 W � 00 o WN 0 U 1E HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 792R DATE: 10/28/19 JOB#: 1001-1799 t 12 SITE ADDRESS: TBD TUKWILA, WA 98188 NOTE: ADDRESS MUST BE LOCATED ON THE HOUSE WHERE IT IS EASILY SEEN FROM THE MAIN ACCESS ROAD (OWNER RESPONSIBILITY) 2x6 BARGE BID. W1 METAL DRIP EDGE SOUTH ELEVATION 114#1 = 1 1-011 WEST ELEVATION 1/411 = 1 1-011 AVG. GRADE "FROM FIBERGLASS COMP. SHINGLES CLASS "B" MIN. N'ORTH ELEVATION 1/411 = 1 1-011 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 20 2020 City of Tukwila BUILDING DIVISION 5/4X4 WINDOW TRIM J EAST ELEVATION 1/411 1 1-011 %-A ... 0 NOTE: EXTERIOR APPEARANCE WILL VARY BY SIDING CHOICE, MATERIAL AVAILABILITY AND BUILDER DISCRETION. 00 C) CC) C) T- 000 < W ��z W 0 CO 0 W F- < W U5 H W U) c'j W <,I c) 'q- > 00 r- < 0) C) <-r 00 F- Lc) W F (D wo z 0 W 15 U- U) C) W 04 00 WNY0 F- D 0 HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 792R DATE: 10/28/19 JOB#: 1001-1799 m LP SOFFIT - 2" CONT. SOFFIT a r --- - �� 2" CONT. VENT A MIN. 1 FT. 2x4 BLOCKING BETWEEN TRUSSES R-19 INSUL (TYP) 2x FRAMING - (nP) fJ Ns Z' GWB 2x6 CURB 22 2' x 22 Z' R.O. 2x2 SKY LIGHT SEALER TAPE BETWEEN CURB AND SKY LIGHT FLASHING (TYP) 2x4 BLOCKING BETWEEN TRUSSES *OPENING WIDTH MAY VARY DEPENDING ON SPACE CONSTRAINTS ON LOCATION SK YLIG T FrXAMING DETAIL 2x2 SKYLIGHT VAULTED OR FLAT CLG. SIMILAR NTS PRESSURE TREATED 2x6 RIPPED TO BE FLUSH W/ SUBFLOOR AND BOTTOM OF SIDING GLUED AND NAILED TO BOTTOM PLATES ►f 0 R-10 RIGID INSUL. 2x NAILER DRYWALL EXT. SHEATHING 4x HEADEF U.N.O. as s t TYPICAL NTS MIN. 1 FT. 2x4 BLOCKI G BETWEEN 0p TRUSSES 2x FRAMING (TYP) R-19 INSUL. FULLY INSULATED CORNER 2x4 DRYWALL — BACKER OR CLIPS 2x6 STUDS @ 16" O.C. EXTERIOR WALLS r a 2x6 CURB 22 2' x 70 2' R.O. 6x2 SKY LIGHT SEALER TAPE ums PVB ATTACH EACH ND OF SKYLIGHT fit} a i GWB „15a iRs,. B BACKING AS REQUIRED CONTINUE THROUGHOPENING• -,. W/ GWB OPENING / 2x6 SKYLIGHT NTS VAULTED OR FLAT CLG. SIMILAR POST PER PLAN. (IF USING 4X4 OR 4X6, FIR OUT POST TO 6X6). WRAPPED W/ BEAM SIZE PER PLAN — — FIBER CEMENT LAP WRAPPED W/ FIBER SIDING CEMENT LAP SIDING METAL I FLASHING 3/4 X 5 %2 FIBER CEMENT BOARD TRIM POST SIZE PER PLAN WRAPPED W/ F CEMENT LAP S 3/4 X 5 %2 FIBER CEMENT BOARD TRIM 1" MIN CLEARAN FROM TRIM TO PORCH FLOOR F 1KAIN '"ETAIL NTS STONE CAP CULTURED STONE u7 0 INSULATION CONT BEHIND "T" WALLS 2x4 STUD (INTERIC WALL) 2x6 DRYWALL BAC 2x6 STUDS @ 16" ( EXTERIOR WALLS TYPICAL 3/4 x 5 % FIBER — CEMENT BOARD (SECTIONAL VIEWS) FIBER CEMENT SIDING WRAP POST PER PLAN ETAL FLASHING 'OES BEHIND (DING WRAP) STONE CAP TONE VENEER NTS NTS REVIEVVED FOR CODE COMPLIANCE APPROVED MAY 2 0 2020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 2 0 2019 PERMIT CENTER E va tIJ E_ m TO � i J O s= c rn J 0 ;i =3 O I 3: O 000 00O T- oo O 0) Imo. m 3: b' 66 z Ir W LD o H w Pi Q ° Z5 0- ry 0 N W <W o 'It ) MI Q06o Q F- W F- (O W(oz0 w �0000W� o WNW U ry U HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 792R DATE: 10/28/19 JOB#: 1001-1799 (A4 3'-0 2'-6" 1'-3" 1'-0" FILLER FILLER FILLER - T-l" 2'-6" 2'-0" NTS T-O" 9 9 ZN I I I 1,-n" j,_q,, 1 -,A" 1'-Q" 1,-a" FILLER I I I (- FILLER 2'-0" T- o" 2'-0" 2'-0" 2 "-0;15" 11�61 KITCHEN NTS A. I I 2'-0" 1'-3" 1'-9" gh KITCHEN NTS REVIEWED FOR CODE COMPLIANCE REVIEWED APPROVED MAY 2 0 2020 City of Tukwila BUILDING DIVISION 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. RECEIVED 3. FOR 9'CEILING OPTION -ADD 6" OF HEIGHT TO UPPER CABINETS. CITY OF TUKWILA DEC 2 0 2019 PERMIT CENTER E 0 co w a) U) W w dOE OE E o.c 1: -A (D MEN o 0 0 O T 0 (D coo 00 o T_ coo N N F- < w z _j uj < F_ W < CC Z;5 CL Lij 04 ui < w S q- 00 rl- 0)9 00 Wco z c) U) C) W w 00 o WNW D C) F_ 74 HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 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/ 10d NAILS @6"O.C. ATTACH OSB SHEATHING TO MUDSILL W/ 8d NAILS PER SHEARWALL PLAN NAILING. j - it a it u MUDSILL ANCHORAGE PER PLAN. SEE SHEET CS "FOUNDATION & FLOOR-' FRAMING NOTES". , i 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) 10d x 2j2' NAILS AND %"0 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 NAILSa 6" O.C. J IJ I— j u_ > I W J Q d U / I u r u n LJ 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 H175 ATTACHED TO 3" FRAMING AT MAIN LEVEL WALL Wl (26) 10d x 2%z' NAILS AND 5/8"0 THREADED ROD AND 5/$' COUPLER ATTACHED TO SIMPSON SSTB16 ANCHOR BOLT 16d NAILS @ 8" SHEARWALL O.C. INTO RIM EDGE BOARD NAILING RIM BOARD SHEARWALL f 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 C1: (2) 2x SILL PLATE I •• I u u u LU J 0 LU Z =� o_ U) d_j X U H Q 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 BE AN 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 2Y2" NAILS AND 5/"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 %" 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 ILI 2x SOLE PLATE 3/4' T&G SUBFLOORING 2x P.T. MUD SILL - II-I11=1II-1I III-1I I \ — ' / z m' I1=III III=III III III=III III_II1=III III=III III Q - -I I I III I I I_I I I-III-III=1I I III III 1 1 I_I I I -III III - I I I I I III=I 1-1 I I I M1I1=1I 1 1 I 1 1 I 111=1 I 1I I ; - - -111=I I1_I 11=1I 1 1 I 1=1 I I-1I 11 I 1 1 I1_I 11=1 11 1I1=n I_I 1111 1-III-1 I-1 11-111=1 11 1I I ILI=11 I —1i=�I_I -- - - -- I - I I =1_11 ILI I I I I I I 1= ----I I ----I I I I _� O III I� III -� STEPPED FOIL DATIO / CRIPPLE WALL NTS REVIEWED FOR CODE COMPLIANCE APPROVED MAY 2 0 2020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 2 0 2019 PERMIT CENTER (n O v N W d =o E a) 0= J � O= C w _! >, 0 TT ° ® i U O I O O 000 000 oO QN m F- < CO o Y W o w ~ W I F Q ct) 0 W LL N W < LU o d- Q m ¢ 0)q Q=Qoro I';> a W 'IT - F (o WoZo LL w {J J o00 W o W N Y ca Z O J Q z W D d O N IL W aC /� vJ HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 792R DATE: 10/28/19 JOB#: 1001-1799 _ T � START POINT 1 U-S' i _iTOP FLANGE JOIST VENT Uj I C;1MIL VISQU EEN I 1----VAPOR BARRIER LAP SPLIC ES OFFSET zo 7 C\! r SHEARWALL___j >_ 0 8" DEEP TYPICAL RONYWALL��4 SCREENED A/C PAD TYPICA STOOP BY OWNER MIN. 36" SQUARE TOTAL AREA =7g2FT" =114.048|N" TOTAL VENTILATION REQUIRED (1000) =380|KP VENTALATONOPEN|NGG =8'X1R'ASSUMED NFA =72|N` TOTAL VENTS REQUIRED =5VENTS TOTAL VENTS PROVIDED =11VENTS TOTAL VENTILATION PROVIDED =792|N" T)11I tq =1O")(24 INSULATED CRAWL ACCESS NV WEATHERSTRIPPING REVIEWED FOR | APPROVED ATTENTION CODE COMPLIANCE =^GiMP8ON^GTHD1OH0LDOVVNSEE MAY »»mm DETAIL 4ONSHEET G0.(TOTAL =4) � || CitYofTukwilaUILDING DIVISION | FOUNDATION ��U ��U �—��~�K»0 nEos/vEo nnvorTonw|LA DEC 2U 200 PERMIT CENTER � 000 000 66 W � --o -— ` ^� �i p- uz ' =_� W LIJm �� r� = c� �� no UT_ m HIL|NE HOMES 113UO8uNDAVENUE PUYALLUP WA, 98373 PLAN: 792Fl []/\TE 10/28/19 | JCJB#: 1001-1798 � GENERAL LATERAL NOTES t NOCHANGES SHALL 8EMADE WITHOUT THE CONSENT OFTHE GENERAL CONTRACTOR AND BUILDING DEPARTMENT. 2. O�.EiWALL SHEATHING 7U0^MINIMUM ONLY FOR EXTERIOR GHEARVuALLG.NAIL GHEARVVALLGPER EXTERIOR SHEAFWALL DETAIL 1UNSHEET GeU.ND. 3. NAIL ALL TOP PLATES TOGETHER WITH 1UdNAILS@12^O.C.AND ATSPLICES N01OdNAILS @O"OC.LAP SPLICES AMIN. 0F 48" TYPICAL, NAIL ALL BOTTOM PLATES n]FLOOR SHEATHING AND K8UDG|LLV*(2)1OdNAILS EACH STUD BAY. 4. FASTEN ALL O.G.[lGHEARYVALLSWt*dNAILS @e^[lC. EDGE AND 12^O.C.FIELD. U.N.{lATGARAGE PORTALS: FASTEN ALL OSB GHEARVVALLSN08dNAILS @4^O.C.EDGE AND 12^O.C.FIELD o.WHERE PLAN REQUIRES SHEATHING 0BE ATTACHED TO THE MUDS|LLONTHE PONY WALLS PER SHEARWALL DETAI0, PDNYWALLSTUDS MAY BEOFFSET TOALIGN NxONE EDGE WHEN A2x6W1UD8|LL|GUSED. THIS WILL ALLOW FOR THE REQUIRED NlUD0LLATTACHMENT. SEE PLANS FOR THIS REQUIREMENT. iscrL9901W I I 111 1,m11 1 =GHEARVVALLSEGMENT =^SUMPGON^GTHD1OHOLDOVVNSEE =0MPSONMTT4mW0MPSON WEDGE -AL ANCHOR. SEE DETAIL 3 ON SHEET S6. m� �� WALL PLAN ��K�� &�� _� n�m ` m�m w nscs/vso CITY oFTunw|LA DEC 2U 019 PERMIT CENTER STRUCTURAL NOV xoZ019 ONLY DBLTOP PLATES CUT ROOF � 2x4LOOK- OUTS SHEATHING BACK 1' @ 48 FROM PEAK BOTH | |O.C. SIDES (1) MSTA49 STRAP � DUNOT NOTCH BEAM z uj � � '~~ (2)KING STUDS rG � | � � | `~-p42X JACK STUDS WITH FILLER | | �u uj \T - co � CORNER BEAM POCKET2 uj NTS ATTIC VENTILATION E/vVEVENTS = pV2125"DHOLES PER BLOCK = °8.51 |MP/BU]CK DRAG TRUSS--- E/�/EVENTS =2��CONT SOFFIT VENT = 8.5 IN' /F[ '~`~~ DECK VENT (''LOMANCO^DA4) = S |N"/FT J6 BLCCKING z RIDGE VENT ('LOMANCO^LOR94) = 11 |N"/FT °IL — VALUE REFLECTS DEDUCTION FOR SCREEN Uj HOUSE ''G}K0PGON''HURRICANE T|ES TOTAL ATTIC AREA = 7S2SQ. FT. = 114.048|N° H-2.58UPTO535#UPLIFT, zo TOTAL VENTILATION REQUIRED 1/300 = 380|N" H-1QAUPTO1U15#UPLIFT. TOTAL E4vEvsmT(S)BLOCKS = 34 = uuo|N" TOTAL E/K/EVENT (CONT.SOFFIT) = OFT = 0|N2 TOTAL DECK VENT (|NTAKE) = OFT = O|N" TOTAL RIDGE VENT = 24FT = 204|N" TOTAL VENTILATION PROVIDED = 553|N" PERCENTAGE DFEXHAUST TDTOTAL = 4896 LEGEND =CUT OUT FOR VENTING. SEE PLAN FOR HOLE SIZE. =GUTTER DOWNSPOUT LOCATION =NON-STRUCTURAL FULL HEIGHT WALL FOR SHEET ROCK ATTACH. ATTACH STUDS TOTRUSS BOTTOM CHORD Wt(2)1VdNAILS ATEA. FRAMED UPSTUD. =INTERIOR LOAD BEARING WALL =uo"X3o |NGULATED/1T1C ACCESS WtWEATHERSTRIPPING i[lC.CASE 1ROOF SHEATHING LAYOUT STRUCTURAL gvi 36110 nEoswso ��x�� k��U�U�� PLAN U��«��»��8— �—U�^��U��UUV,�«�� —��~�UvW CITY OF 1/411=11-0" DEC 28 019 PERMIT CENTER co 0 om � � oo 0 IN IN co -It 66 SQ W Uj 04 < 0) ^� < W �� z ' ~~ HILINE HOMES 11uoeeowoAVENUE PUYxLLUP WA, 98373 PLAN: 792R DATE: 10/28/19 jOB#: 1001-1799 qW JOIST @19.2" D.C�U.N.O. NAIL PLATES TOGETHER N01Vd ATTACHMENT PER 8HEARVVAcL DETAILS ENGINEERED CONNECTION- 1/2"xlO" ANCHOR BOLT Wt STD. LINO ON S2 SHEET. (IN Z 114"x3"x3" PLATE SLOPE WASHER). EMBED BOLT AMINIMUM 7 O^|N ,^ INCHES (DO NOT COUNTERSINK.) USE (1)#4CONT. REBAR IN FOOTING CONTINUOUS 2X4 PLATES NTS SOLID BLOCKING ATBEARING |NSDCDO, D1.D2yR5V27 EXCEPTION 2) DOUBLE TOP PLATES �,f FLOOR JOIST LAP AT SPLICES. 2X4 WALL @ 19.2" ATTACH JOISTS TO TOP O.C. STUDS DIRECILTY PLATES W/ (2) 1 Od NAILS AT BELOW JOISTS TYP. EA. BEARING POINT TYP. 2x TREATED PLATE (OR) 2x PLATE OVER VAPOR BARRIER K_8ONW WALL DETAIL TYPICAL NTS mv'Eu: 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 OU2.5(5).NOTE /) 2. INSTALL z''O88SHEATHING TOONE SIDE DPPONY WALL ONLY |FWALL |G ACONTINUATION DFANINTERIOR SHEARV%ALLFROM ABOVE PER SHEET S1AND G2.SHEAR NAILING PER GMEARVvALLABOVE. 8. |N8DCC.FOOTING PERMITTED TOBEPLAIN CONCRETE UNLESS SUPPORTING ASHEARVWALLORLOAD BEARING WALL ABOVE. THEN USE (1)#4RE8AR. FLOOR SYSTEM: 3/4^MIN. T&GGUOFLOORGLUED AND NAILED TU JOIST w/Od@ 6"{lC. EDGE &12"[lCFIELD. FLOOR JOISTS PER PLAN @19.2'U.C.HUNG Wt TOP FLANGE JOIST HANGERS. 2xBORATE TREATED K«UD0ULK}R 2XPRESSURE TREATED ° USE (1)#4HORIZ.BAR WITHIN 12^ OFTOP OFSTEM WALL. ° WHERE 8CONSTRUCTION JOINT EXISTS BETWEEN FOOTING AND STEM WALL, USE (1)#4VERT. REBAR@48''N0STANDARD 00 HOOK. EXTEND 14''MIN. INTO -| STEM WALL. |RCR4O31.8) 0MIL POLY VAPOR BARRIER. PLACE THROUGHOUT CRAWL SPACE. LAP - SEAMS 6'AND EXTEND To FOUNDATION WALL. DAMP PROOF WHERE REQUIRED PER |- EXTERIOR FOUNDATION WALLS. (IRC LOCAL CODES. (HOME R408.1) OWNER RESPONSIBILITY) *FOOTING WIDTHS MAY VARY. SEE SHEET S1FOR FOOTING WIDTHS. FOK UINDAT8ON DETAIL_ MAX. 4'-8"\8/ALL. MAX. 4'-0" B/\CKF|LL NTS PRESCRIPTIVE FOUNDATION NOTES: 1. THE MINIMUM YIELD STRENGTH OFREINFORCING STEEL SHALL 8E4O.DODPSI (GRADE 40). u. WHERE SPLICES ARE NECESSARY, LAP SPLICES 24'N1|N� ATTACHMENT PER GMEARVv8LL DETAILS ENGINEERED CONNECTION- ATTACH UNO ON S2 SHEET. (IN (o SLOPE 1/4"x3"x3^PLAT 6"|N VVA8HER�BN8ED | | |- BOLT AMINIMUM 7 nINCHES (DO NOT im 2x MUDSILL TO HANG OVER FOUND. — APPROXIMATELY Y2". ATTACH WALL ATTACH FLOOR SHEATHING TO ATTACH SOLE PLATE TO MUDSILL ENGINEERED CONNECTION ANCHOR BOLT W/ STD. WASHER 1/4"x3"x3" PLATE WASHER). EMBED BOLT A MINIMUM 7 INCHES (DO NOT "USE (1)#4MORIZ.BAR mNTM|N12^OFTOP OF STEM WALL sT�� °VVMEREA CONSTRUCTION JOINT EXISTS BETWEEN - FOOTING AND STEM � WALL, USE (1)#4NERT |� \\ RE8AR@4O''VN STANDARD HOOK.""E"/~-"~'~. | EXTEND 14^MIN. INTO mEu^n -- � |-�� STEM WALL. (IRC IN FOOTING R4031.3) DRAINAGE SYSTEM VVHERE-/ REQUIRED PER LOCAL CODES. (HOME OWNER FOOTING WIDTHS MAY VARY. SEE RESPONSIBILITY) SHEET 81FOR FOOTING SIZES. G�AR�AG�E FO�UN�DA�TKO�N DE�TAUU MAX. 4'-6"WALL, MAX. 4'-0" B/\CKF|LL PRESCRIPTIVE FOUNDATION NOTES: t THE MINIMUM YIELD STRENGTH OFREINFORCING STEEL SHALL BE40.UOOPSI (GRADE 4O). 2. WHERE SPLICES ARE NECESSARY, LAP SPLICES 24" MIN. HUNG JOIST NTS "SIMPG0N^ABUCONNECTOR nREQUIVALENT INSTALLED PER MFR. INSTRUCTIONS. ATTACH TDCONCRETE PIER PER PLAN N05/8''x6' ^8|KxPGOm^TITENMOOR EQUIVALENT. 2U 00 FASTEN BLOCKING TOTOP ----- PLATE wN"S|MPSONRBC CLIPS @24"O.C.FILL ALL NAIL HOLES. 2xVENT BLOCKING NVBORED --- HOLES & INSECT SCREENS. EDGE NAIL yWOdNAILS @ 6'O.C. THROUGH ROOF SHEATHING INTO BLOCKING. TOE -NAIL ~, BLOCKING TOEACH TRUSS VKN(l) 1OdNAIL EA. END OFBLOCK/ ~00- (2)2XOnOPPLATEGNVkA|N. 48" LAP. ATTACH Wt1odNAIL8a� 12'[lC.TYPICALLY AND ATR' O.C.ATLAPS. U.N.O.SHEET 82 _ &E�OSB ROOF SHEATHING P PER PLAN ��N INSULATION BAFFLE NK vEm/ uLuCmmu--~1 ^~ ` r AIR SPACE FOR ROOF DIAPHRAGM �~ VENT|LArK]N----------------EJGE_________ _/^~. _]_ \ \ `-"G|K8PSONTRUSS CLIPS PER 80 TRUSS TAIL SHEET, FILL ALL NAIL HOLES. / BEND TOCLEAR BOTTOM CHORD. (WHERE REQUIRED AT �\ VAULTS) t TYP. WALL SHEATHING: - SHEATH N0KX|N�7/10^{lS.B. ATTACH TDWALL STUDS STOOD UPRIGHT ORBLOCKED wWOd NAILS @ 6''O.C.EDGE AND 12' O.C. (U.N.O. ON SHEET82) HELD. SHEATHING MUST 8EATTACHED TOK0UDG/LL.SEE GuSHEET FOR 8DD|T|ONALREQU|REK8ETG. MOLD0VVNCONNECTK]NG MAY 8EREQUIRED. SEE SHEET G2FOR TYPE AND LOCATION. SPLIT SEAM BETWEEN ROOF SHEATHING AND � SOFFIT PLYWOOD gKL---- .� 8L]CNUNG.1NA|[E68ES -----�O8L�CK|NQV�8d ^ _ NAILS 4g61'O�C. INSULATION PER / SHEETA2 &*�o EXTERIOR WALL STUDS @16"O.C. ATTACH ALL BOTTOM PLATES wW1OdNAILS @O^ FLOOR SYSTEM: GLUED AND NAILED TDJOIST v/Od@(r O,C. EDGE& 12^O.C. FIELD. FLOOR JOISTS PER PLAN @ INSULATION PER THE A2 SHEET. | | ENG|NEERED____// -�SEE HOUSE CONNECTION-' FOUNDATION DETAIL SEE FOUNDATION / FOR SIZE AND REBAR DETAIL. I REQUIREMENTS. ------------- o EXTERIOR WALL FRAMING 8OFFITPLYVVOOD/- (WHEN USED) (q2XOTOP PLATES NYMIN, -- 48rLAP. ATTACH V01VdNAILS @12'0.C.TYPICALLY AND AT \ `—DIAPHRAGM U U CONNECTION DETAIL PER PLAN TYP. WALL SHEATHING: --- UNLESS NOTED OTHERWISE, SHEATH BOTH SIDES mVMIN. 1/2" G.NiB.ATTACH TDWALL STUDS STOOD UPRIGHT ORBLOCKED VN TYPE SDRTYPE VVDRYWALL 8CREVVS@ 4'EDGE AND 4^FIELD. FIRE TAPE ALL SEAMS. SEE THE Su SHEET FOR ADDT|ONAL REQUIREMENTS. HOLDOWN CONNECTIONS MAYBE REQUIRED. SEE THE G2 SHEET FOR TYPE AND ATTACMG.YKB. SMEATlH|NG--` TOBOTTOM PLATE AND &8UDG|U-WKTYPE GORVV SCREWS @4"D.C,EDGE AND 4' ~ O.C.RELD. / U GARAGE SLAB ENGINEERED _CONNECTION - SEE FOUNDATION SEE GARAGE FOUNDATION DETAIL EXTERIOR WALL STUDS @16"O.0 INSULATION PER FLOOR SYSTEM: 3/4^MIN. T&GGUBFLOORGLUED AND NAILED TOJOIST w/8d @ 6" O.C.ED8E &12^(lC.FIELD. FLOOR JOISTS PER PLAN @ GARAGE / HOUSE SEPARATION WALL JOISTS HUNG TOFOUNDATION WALL 1111111611 2X6 DOUBLE TOP PLATE INSULATION 2x6VERTICA DRYWALL EX[GME/TH\NG �TAUCTURAL ,wvoomm NTS CODE COMPLIANCE APPROVED City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC, 2820B PERMIT CENTER NAIL TOP PLATES SHEATHING VOd ^ ` COMMON NAILS @O^ OI.EDGEAND12^ O.C. FIELD8J.N.O. ^N | | ON S2 SHEET), I »" SHEATHING VOd ^ ` COMMON NAILS @O^ OI.EDGEAND12^ O.C. FIELD8J.N.O. ^N | | ON S2 SHEET), I »" BOTTOM PLATE O.S.B. UPRIGHT , EACH STUD BAY BLOCKED ENGINEERED CONNECTION FROM MUDSILL TO FOUNDATION. PRESCRIPTIVE FOUNDATION EXTERIOR SHEARWALL 10 OVER PRESCRIPTIVE FOUNDATION WALL NTS CONTINUOUS BOTTOM CHORD, (OR) SOLID BLOCKING W/ 8d NAI S&_!� T O.C. WHEN AT EAVES. NAIL TOP LATEST0GETHER--' WINDOW OR DOOR HEADER O.C. EDGE AND 12" O.C. FIELD ^8|MPGON^STHD1nHOLDDOVyN.-A�'l ATTACH PER MFR. SPECS. (:4) 0 K�^K_� K�� K L ��K��~�~ �� U U CONTINUOUS BOTTOM CHORD. - AT�CHwW1OdN�0��1�O� (}R)SOLID BLOCKING NK8dNAILS THROUGH ROOF SHEATHING @fr O.C.WHEN 8TEAVES. NAIL TOP PLATES TOGETHER - wW1OdNAILS @12^D.C. UX[l WINDOW ORDOOR HEADER — NAIL NV8dCOMMON NAILS @0^ O.C.EDGE AND 12'O.C.FIELD (U.N.O. ON S2 SHEET) 2xSTUDS @ 16'0.C. ------ (Z)1UdNAILS EA. STUD BAY -� "S|MPGON^S1 ATTACH PER Kp ;Pr , , , k�` NANCBOLTS uu N0k�ER #* HORIZONTAL REBxR--~ "��SHEARWALL DETAIL NTS -�- 2xBLOCK|NG (CONTINUOUS STUD NOT REQUIRED) NAIL DOUBLE TOP PLATE NA|LW/ (2)1OdNAILS 00NTNUOUS2x---- ATTACHEDTOBOTTOM CHORD. PER SECTION DETAIL ABOVE. / / NA|LTOPPLATEG -~ TOGETHER N01Od NAILS @12''D.C. O.G.B. (ONE SIDE OF-- WALL) N/8dCOMMON NAILS @8"D.C. EDGE AND 12"O.C.FIELD 2xSTUDS @16''0.C.-- BOTTOM PLATE EA. STUD B "8|K8PSON"HTT4--�� TENSION TIE FASTENED TO3-|N FRAMING W/(18)1Odx 1Y"NA|L8. FASTEN HTT4TC}CONC. FTG. W/ 5/8-IN THREADED ROD COUPLED TDVx I'll 11 III uo `o�,Qw= WEDGE -ALL ANCHOR 33/''EN|BEDjW/%'-|N IT COUPLER &2x2rY4o" FLAT WASHER INTO 25O0PSI CONCRETE |ATTACH PER AT EA. END OFWALL SHEARWALL DETAIL I ON S SEGMENT �8^ DEEP � ~ �FOOTING N0#4 REBAR !n8N.~ ^ INTERIOR SHEA U U PARALLEL T8JOISTS STRUCTURAL ONO NTS nEoewso CITY m`TUnWIL« DEC 200M PERMIT CENTER F — — A/C PAD L — — q = 22"X30" INSULATED ATTIC ACCESS W/ WEATHERSTRIPPING ELECTRIC SYMBOLS LIGHT SWITCH ( 110 V. DUPLEX OUTLET 110 V. HALF -SWITCHED OUTLET 220 V. OUTLET WPO WEATHERPROOF OUTLET GFIO GROUND FAULT INTERRUPTER 0 TELEPHONE JACK Q TELEVISION OUTLET (} SURFACE MNT. LIGHT RECESSED CAN LIGHTS ® EQUIPMENT CONNECTION SMOKE / CARBON MONOXIDE DET. SMOKE DETECTOR EXHAUST FAN - V.T.O. Er ZONED ELEC. HEATER 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. O O o O T O 00 O Q N I— Q r- W 66 o w o d =U ~ Of Lu W Q vn a ,4 w n�/ L.L. ' N W W O 'IT ) coQ0)O _ >Q d0 �Lo W -it Wozo w to oWN. o WNY U J 0 Z LL V Q� w J W RECEIVED CITY OF TUKWILA DEC 2 0 2019 HILINE HOMES PERMIT CENTER MECHANICAL VENTILATION 11306 62ND AVENUE o WHOLE HOUSE VENTILATION USING PUYALLUP WA, 98373 (253) 770-2244 ext. 129 CONTINUOUSLY RUNNING EXHAUST FANS IN MASTER BATH AND GUEST BATH (SEE PLAN: 792R PLAN FOR CFM SETTING FOR EACH FAN). SATE: 1 O/2H/19 ® EACH HABITABLE SPACE SHALL HAVE AN OPERABLE WINDOW WITH AN OPENABLE JOB#: 1001-1799 AREA NOT LESS THAN 4 SQUARE INCHES OF NET FREE AREA OF OPENING FOR EACH 10 CFM OF OUTDOOR AIR REQUIRED. e IRC § M1507.3.4, TABLE M1507.3.3(1) SEPARA-M PERMrrMD E "I APPROV&I ELECTRICAL PLAN REQUIRED 1/4" = 1'-0"