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Permit D19-0325 - LEECHAO RESIDENCE - KITCHEN EXPANSION AND DECK
LEECHAO RESIDENCE 5615 S 150TH ST FINALED 08/10/2020 D19-0325 �~^�xx "�� Tukwila v~U~�v�n vU�v^w�Una Department of Community Development 63005ourncenzeruou/evam,nuneff 100 Tukwila VVash|ngton981D8 �~^ Phone: �oU6'4]z']67O �� �� Inspection Request Line: 2$6-438-9350 VVebsbe:http://www.Tukwi|aVVA.Rov Parcel No: Address: DEVELOPMENT PERMIT 3779300070 Permit Number: D19-8325 Project Name: LEE[HAORES0EN[E Issue Date: 12/20/2019 Permit Expires On: 6/17/2020 Owner: Contact Person: Name; Contractor: Address: License No: Lender: Name: LEECHAO8RIAN+IAMANTHA S5l9Sl50TH3T,TUKVV|U\WA, 98168 ALENELEPRAK 1O4U6SEl89THCT, KENTUN'WA, 98055 LEPRAKCONSTRUCTION LL[ POBOX 5986Z,RENTON,WA, 98058 LEPRA[L850N] ''' Phone: (360)224-187I Phone: (206)818-7372 Expiration Date: 12/16/2021 DESCRIPTION OFWORK: EXPAND KITCHEN BY 285 SQ FT AND BUILD DECK, 190 SQ FT WITH COVER. Project Valuation: $39,607.40 Type ofFire Protection: Sprinklers: Fire Alarm: Type ufConstruction: VB Electrical Service Provided by: TUKWILA Fees Collected: $1,445.65 Occupancy per IBC: R-3 Water District: TUKVV|LA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 ZUlS 2015 National Electrical Code: VVACities Electrical Code: VVA[296'468: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Chnnne|imdon/Sthping: � CurbCut/Aocesd3idewa|k: Fire Loop Hydrant: Flood Control Zone: Hau|ing/OversizeLnad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street U5e: Water Main Extension: Water Meter: Volumes: Cut: O Fill: 0 Number: O No Permit Center Authorized Signatupev^ Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state orlocal laws regulating construction orthe performance ofwork. !amauthorized tosign and obtain this development permit and -agree tathe conditions attached tothis permit. Signature: Print Name: A\+��/� �- '``"'\~ w°�,~ `/ Date K�.(��))|x� � /- /~,^/^ � This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended nrabandoned for aperiod oflVOdays from the last inspection. PERMIT CONDITIONS: l: 'PLANNING PERMIT ODNDOlON5*** 2: l.|tdoes not appear any trees will need toberemoved aspart ofthis project. However, if any trees need to be removed during the project, a tree permit must first be submitted for review and approval by the Department nfCommunity Development prior toany tree remova|($. 3: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not inaccordance with the approved construction documents shall be resubmitted for approval. 4: 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. 5: 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. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code, 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood tn remain in placed concrete shall be treated wood. 9: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension, A minimum distance of 4-inches shall be maintained above the controls with the strapping. 10: All plumbing and gas piping work shall beinspected and approved under aseparate permit issued bythe City ofTukwila Building Department (ZO6-43l-3670). 11: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. lZ: VALIDITY UFPERMIT: The issuance orgranting nfapermit shall not beconstrued tnbeapermit for, uran 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 nfTukwila shall not bevalid. The issuance ofapermit based onconstruction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (30G)438-93SV 1700 8U(LD|NGF|NAL~* UZUl FOOTING OZOU FOUNDATION WALL 0409 FRAMING 0606 GLAZING 0502 LATH/GYPSUM BOARD 1500 PLANNING FINAL 040I ROOF SHEATHING 0603 KOO9COUNG|NSUL 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION 0413 VVALLSHEATH|N5/3MEAR CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TulcwilaWA.gov Building Permit No. 9 - 03 a,5". Project No. Date Application Accepted: 1 6 — 4i?L` Date Application Expires: t--f - (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. **Please Print** SITE INFORMATION Site Address: C) i91 S' 5 bkh a • King Co Assessor's Tax No.: 34 30 0 -31V Suite Number: Floor: Tenant Name: New Tenant: 0. Yes fJ ,. No PROPERTY OWNER Name: Address: tot S. City: A i State: A Zip: lib? CONTACT PERSON — person receiving all project communication Name: Mon t ve v v.-cw, Address: \bk_v)v) Sit \VII' v) ci City: aem o 0 State: vo:\ Zip: Phone: if)C:. 2'2 4- kl-k Erna": con s-k yuc-tvo clrylct, it . cum DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE Name: Address: City: State: Zip: Phone: Email: GENERAL CON IRA TOR INFORMATION Company Name: t epr \< COr) s,v( v 01 vi IAA, Address: %Aoki) kE lyprm CA- • City: caxx\A 00 State: vivik Zip:61 (op% Phone: St Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name: u 6IVO 01 Or INir.ve e y Incl 13.A. Address: le-i-• A 06. ..p.A...6„ E4_, City: ki vtN c State: (Zip: ylt _1 - Phone: Email: Li moot . 4, y-) oi nay % Cie OtAi\ooYz. ENGffiEEROFRECORD Company Name: A Am c)\k) Address: City: State: Zip: Phone: Email: con LENDER — WHO IS FUNDING I HE PROJECT (requiredfor projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: MONTHLY SERVICE BILLING -or- WATER METER REFUND/BILLING Name: Address: City: State: Zip: Phone: WAPermit Center (RachelleMpplications\ Word \Construction Permit Application Revised 6-2019,docx Revicect June 2019 Page 1 of 3 BUILDING DIVISION INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ i't7JUO 0 Existing Building Valuation: $ Z-01 VOID D Describe the scope of work (please provide detailed information): Expv-tavor) Or l'eA sg -Ft or )0A‘di dif ( A SC1 4-k) COVIer• Will there be new rack storage? LJ.. Yes 0.. No If yes, a separate permit and plan submittal will be required. Pr vide All Building Areas in Square Footage Beiow Existing Ulterior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC Pt Floor k qt30 27,C3 2°4 Floor 3rd Floor Floors thru Basement Accessory Structure* Garage 0 Attached 0 Detached Carport 0 Attached El Detached Covered Deck o 1 11) Uncovered Deck PLANNING DIVISION INFORMATION — 206-431-3670 Single family building footprint (area of the foundation of all structures, phis 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 the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Will there be a change in use? Standard: 0 Yes Compact: No If "yes", explain: Handicap: FIRE PROTECTION/HAZARDOUS MATERIALS — 206-575-4407 0 ......• Sprinklers EL._ Automatic Fire Alarm CI .......None 0 ..„...0ther (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? D Yes No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantifies and Material Safety ta Sheets„ PUBLIC WORKS INFORMATION — 206-433-0179 0 ...Permanent Water Meter Size (1) . " WO # (2) " WO # (3) " WO # 0 ...Temporary Water Meter Size (1). " WO # (2) " WO # (3) " WO # 0 ...Water Only Meter Size , WO # 0 Deduct Water Meter Size 71 El ...Sewer Main Extension Public 0 Private 0 0 —Water Main Extension Public 0 Private WApermit Center (RachatteMpplicatiorn WordlConstructirm Permit Application Revised 6-2019.docz Revised: June 2019 Page 2 of 3 PERM APPLICATION NOTES Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. 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 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING 0 1SRA ORIZED AGENT: Signature: Date: °WM hq Print Name: A- uhro, ,e?Y71 mailing Address: I 0-kko 1%011' Or Day Telephone: 221-‘ - F-antor MI\ oFoo City State Zip WAPertnit Center (Rachelle)1ApplicationsiWord \Construction Permit Application Revised 6-2019.clou Revised': June 2019 Page 3 of 3 Cash Register Receip► City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $1,388.02 D19-0325 Address: 5615 5 1SOTH ST Apn: 3779300070 $895.39 DEVELOPMENT $853.06 PERMIT FEE R000.322.100.00.00 0.00 $846.56 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 TECHNOLOGY FEE $42.33 TECHNOLOGY FEE R000.322.900.04.00 0.00 $42.33 EL19-0831 Address: 5615 S 150TH ST Apn: 3779300070 $63.00 ELECTRICAL - $60.00 PERMIT FEE SINGLE FAMILY R000.322.101.00.00 0.00 $60.00 TECHNOLOGY FEE $3.00 TECHNOLOGY FEE R000.322.900.04.00 0.00 $3.00 M19-0170 Address: 5615 S 150TH ST Apn: 3779300070 $213.33 MECHANICAL $203.17 PERMIT FEE R000.322.100.00.00 0.00 $170.02 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $33.15 TECHNOLOGY FEE $10.16 TECHNOLOGY FEE R000.322.900.04.00 0.00 $10.16 PG19-0148 Address: 5615 S 150TH ST Apn: 3779300070 $216.30 GAS $103.00 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $35.00 PERMIT FEE R000.322.100.00.00 0.00 $68.00 PLUMBING $103.00 PERMIT FEE R000.322.100.00.00 0.00 $68.00 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $35.00 TECHNOLOGY FEE $10.30 TECHNOLOGY FEE R000.322.900.04.00 0.00 $10.30 TOTAL FEES PAID BY RECEIPT: R19358 $1,388.02 Date Paid: Friday, December 20, 2019 Paid By: LEPRAK CONSTRUCTION LLC Pay Method: CHECK 1034 Printed: Friday, December 20, 2019 12:05 PM 1 of 1 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK 50 D19-0325 Address: 5615 5'150TH n: 3779300070 502 DEVELOPMENT PLAN CHECK FEE R000.345.830.00.00 0.00 $550.26 $550.26 TOTAL FEES PAID BY RECEIPT: R18779 $550.26 Date Paid: Tuesday, October 08, 2019 Paid By: LEPRAK CONSTRUCTION,LLC Pay Method: CHECK 1031 Printed: Tuesday, October 08, 2019 11:53 AM 1 of 1 SYSTEMS FILE 05/01 J2011 fllof3fl (2011) REVIEWED -OR CODE COMPLIANCE APPROVED DEC 18 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 0 8 2019 PERMIT CENTER D‘cv osasa REVIEUVEiJ FOR CODE COMPLIANCE APPROVED DEC182019 City of Tukwila BUILDING DIVISION HOUSE BACK YARD ADDITION STRUCTURAL DESIGN CALCULATION REPORT PREPARED FOR: FOR #5615 SOUTH 150TH STREET, TUKWILA WA FILE DEPARTMENT OF COMMUNITY DEVELOPMENT, CITY OF TUKWILA PURPOSE: BUILDING PERMIT APPLICATION FOR THE PROPOSED HOUSE'S BACK ADDITION. DATE PREPARED: SEPTEMBER 10, 2019 PREPARED BY: FRANKIE (SIJIE) XU, P.E. LIANG ENGINEERING LTD. REVIEWED FOR CODE COMPLIANCE APPROVED DEC 18 Z019 City of Tukwila BUILDING DIVISION #1235 ADDERLEY STREET, NORTH VANCOUVER CANADA, V7L1T6 RECEIVED CITY 07 TUKWILA OCT 0 8 2019 PERMIT CENTER D'0 D35 TABLE OF CONTENTS 1. PROPOSED HOUSE'S BACKYARD ADDITION STRUCTURAL CALCULATION 2. APPENDIX #1: ASCE 7-16 FIGURE 28.6-1, Ps30 VALUE TABLE 3. APPENDIX #2: U.S. SEISMIC DESIGN MAP BY OSHPD 4. APPENDIX #3: SHEAR WALL SHEAR RESISTANCE VALUE 5. APPENDIX #4: WOODWORKS PROGRAM CALCULATION RESULT PRINT-OUT Tel: 778-895-0848/604-700-3880 LIANG ENGINEERING LTD. Email: Iiang.engIneering.aboutIook.ci JOB NO: 2019-W-003 I PROJECT: House Back Addition Structural Design PREP. BY: Frankie Xu 1 LOCATION: #5615 South 150Street, Tukwila DATE: Sep. 04, 2019 PAGE: 9q5: 161AI r-rt7(•4. Prf,‘ oCK pa° po-„,-ti...r> 9 Po( fs.7)1-1, ttrIm /kiq rf Ili- 6 F11- k.041--..v.Dpc frz. A c, 211V. C IN! gtAIL,r)wf,-", 0,.)./Tru ci !31/0, t-D IN‘k(5f); ,;:) CI- f\j#,41,QC-, or•-/ lr"VisiN )7.S. 1 (,..",/ L)Y 4»k » 1r6C f 6) Lf 14 Po / 1 OTS far) P: ps I / OR 6u . t • "v4D T)S1(\/ AA,- ), 01- C A-D 44->LI t'N)L4kk I t_ 6 AN 5.r , topt7J7,/ A I- 71,-'5-1 a-7w c't DLD1-0 12, h-TrzcJucr1D'‘)•)"11) -TP?";k 71. Z- 0. f ‘A (7012c, 5 Ds • D SEAt..12 • (,cf. o at-- t bLC-+ CSL.. • f,2 D + 1.45L. ° (6,Ahk...* !, .1. kNi is 1 CS =. 0, 1S.. f0 tt.bSAD LuH"t) L(r. - l t v. tokt.1 — sir v✓ t,afitr c WAD Ps— c -4 rL. -g.� GI rr MIN tM tik SKI vv., L I L 1^' D uat r Pst A{. JOB NO: 2019-W-003 PREP. BY: Frankie Xu VitAg PIOOJii ' : Mouse -(lack AdditiO Structural Design OCATIONt #561S'South 1Se Street, TulC wila K. f,fF'�'t4�v7 -10 Po tcry.T 3, • n,Ox 1,01C P51- 0 PPY K ... co) Si pt 'tA 4 t41 f ') 1.14.1 r NM s'ID 07koprertov 0''( S J0 NO: 30: PREP. BY: Frankie Xi! • ► x '' 4 . c } c b1' ID . + o= Air. S. 'x +rY- c,,tiwi= r pcfi 6'a =, r): ;a3 lj-44L. i7, 64' 241- ta- },)037 ( u'p CA, g.a,,-� _ Wlsxr►��,,,� 4 (/v )N D L oko 'C 15 wetAvb A.14 li &JD 1NC L. rr PA -A =G. 6 v - • LI 11 B NO: 2019-W-003 PREP. BY: frankie LT To: 771149541410114.700. 1311aitt 14 ‘P1 "CT: House Back Addition Structural Design LOCATION: ItS63.5 South Ise StreettTukwila C: At *:.PS Tug i rt it6e3 02,4 f. NIL )x?'; = e? x SPA- �.ra • JOB NO: 2019-W-003 ! PROJECT House Back Ackaticfn Sttucturai De ign : Skp. 04:2019' PREP. BY: Frankie Xu LOCATION: RS615 South 150th Street Tukwila ...; 7t4L. .hnpl porc 's fl C L) l (e / • LIANG E JOB NO: 2019-W-003 PREP. BY: Frankie Xu ; l' %woo - Tel: ERING LTD • Emalt hang. PlrtGila: House Back Addition Structurai.. L0CAT10N #S615 South 150t Street, Tukwila Pik A01)1 rt+j,.j 4 3L� 1 S. r3-4. ,x c;{ i wtAJ fib' 30 2, -no T 4-y Ju) r+.t (SevAS. 4 - .,'t w, t4t- r-st -,- )1•6: v R -1.A44 POI aw Frankie Xu C►t. t k A a6, cf arirf - d c4 E 6 onura De Q!' Street, Tukwila Lit PREP.BY: Frankie Xu RING LTD. Email: A bJE�'Tx#�ause Back Addition Structural Design LOCATION; #5615 South 1SO * Street, Tukwila 1s ©L 0rt7,i_ 1 gef LAJ 14 ;-i Z50t iT4 vTiAAL-; 6`� /e;5 Tel( 51 to xt. ' 1 V'X I 'f ' `X I" •f� 1[. Fia(. 10 rto LIA JOS NO: 2019-W-003 Frankie Xu i�.tC Tt House, Back Aft +1t Structural De LOCAtION:463 South 15 `' met, Tukwila TX.t f vcTBtty 1, n1k tip DYGic. 5lt7 S'f2 tvbt,(,.. N'Vt,) ,I} rwn./ SM. .A.. - 'r4'j BA 4 .p�:t.L. per t3art1 APPENDIX #1 ASCE 7-16 FIGURE 28.6-1, Ps30 VALUE TABLE • CHAPTER 28 TAUS ON BUILDIN( S (ENVELOPE PR 2 andP Enc Notes. I . Pressures shown are applied to the horizontal and vertical projections, for ctcpasLuc 8, at h+30 fl (9. I ml. Adjust to other exposures and heights with adjustntant factor A. 2, The load patterns shown shall be applied to each corner of the building in turn u the reference corer. (See Figure 28.4-{) 3. For Case B use 0 z 0', 4. Load eases I and 2 must be checked for 25' < 8 i 45'. Load case 2 at 25' is provided only for interpolation between 25' and 30'. Plus and minus signs signify pressures acting toward and away from the projected surfaces, respectively. For roof slopes other than those shown, linear interpolation is permined. The total horizontal load shall not he less than That determined by assuming p. -0-in zones B dr. D. Where zone E or G lolls on a roof overhang on the windward side of the building, use Eon and God for the pressure on the horizontal projection of the overhang Overhangs on the leeward and side edges shall have the basfe zone pressare applied Notation. tc 10 percent o(Ieasthorizontal dimension or 0.4h whichever is smaller, but not Tess than either 4% of least horizontal cfn>etaton or3ft(0.9tn) h; Mean roof height. in Itet (rimers), except that save height shall be used for roof angles cl0', 8 Angle of plane of roof from horizontal, in degrees, 303 fi1Wi DESIGN LOADS rce Res Encios h 601t. lifted Design Paso (Ps' (Ex r 8ath=30ft. wit h1*1,0) 84s0c Wrd 8 (mpt+) Rod (did) Maolzantal Prep WPressure/1ares rtiex1Pressure/1 Ovatha* s $ A 13 G ti F. F G F1 �i0►t 0 to 5° 1 19.2• 10,0 . 12.7 -9.I 14.4 5.7 -2'3.1 •14.1 10 5' In 0 4.6 •15.1 1�i * _r115 i , 10 20' 26.6 -7,0 1?.7 3,9 •2;i.1 160 -15.0 12.2 -323 «,25.3 25' 24.1 3.9 17.4 43 -10.? •140 -7.7 30 b 45 21.8 218 1*1.8 14 8 17.2 17:2 11.8 11.8 Y.T 8.3 13.1 G:5 0.6 T.2 •11.3 4.6 13 8.7 0 to 8' 21:0 10.9 i 3.9 6 5 25.2 it 3 17.5 " 1:1 35.3 •27 " A1� 20 985.7. -26. 1Ti.a 17. 1, 8 276 i t1.7 17.5 3.0 7.31 18.5 -115 17,8 27A 29,0 7,7 i9,4 2S2 t7.S 13.3 25' 26:3 42 t9,1 4:J 1a,7 i3.9 8.5 12:6 30 td 93 . 23'»1S 266 t8:1 t6.1 t$.8 18.8 12.9 12 $ 1.b• 9.1 14 3 7:t 08 7,9 12 5,9 4,3 -015 120 .11.9 15I %0 27,4 -1$.8 1f.1 12,1 - .4 ail 10' 25.8 •10.7 1i.1 &:2 27.4 1$$ -t$,1 12.9 A 31f1 15'- 20'~ 287 4 19.1 : -5.4 -274 •179 •.191 -13.7 •*A.. +30:1 31.8 •8 3 2:1.1 -4 8 -27..4 •19.1 ,1$.1 -14.$ 25 28 5 4.8 20 7 4.7 •12.7 4.8 -17.3 •9.4 •9,2 -1.3 •1'3.9 •8.0 23.7 12 30 b a5 25,7 25.7 11.6 17.6 20:4 20.4 14.0 140 2.0 9.9 -15•6 •7,7 0 7 86 -13.4 -5:5 9 0 -9.0 -10.3 -10.3 1.7qq �i��i�•22.4 012 5' 26:6 12.4 17 $ $ 32.2 1$ 3 •22:4 •14 2 # 1 aa3 10' 30.2 12 6 20:1 7.3 -32.2 19 7 -22.4 ,15.1 ./i5:1 .333 fs +..�1 33.$ - . x.a •ds4 -22 -2 .0 -2 .4 -i?. t •4:#;t : 25' , -4.:.1 33.6 SA 24.3 S;5 14.9 -2C,4 •10,8 -16.4 -27:1i 25.r 30 8 45 30.1 30.1 24.8 iD6 24.0 24,4 15,5 ts.5 2.:? 116 18.3 -90 4:8 Y4.0 15.7 -8 4 106 i08 12,1 121 140 0 . 311 15,1 208 06 1'3 2.2 25t 184 © 3 ?33 03 �� � '523 •40$ Illitrilli ® 39 ' -12.9 -7.4 � -2$•0 43.0 11 a i fit.',4 25' ® 38.0 28.7 6.4 $6 - 3.8 -185 . 7o -..- 30 10 45 1 2 350 35.0 23.9 23.9 27:8 27;8 191 t9.1 27 134 21;2 -10:5 0.9 tt:7 18.2' 7.6: •12 •t2.3 -1411 6 0 5" 1 36,7 .165 22.T 11.4 42.5► 24..4 26.8 1$-Q., 10' 1 49,2 Mf T 26 6 9.7 42.9 8 2 Zp,B, 2D.1 47 5 18' 1 44 3 14,9 29,11 B.�S -4 0 .-71t.,8, 21,4 11 Y70 . 20' 1 49.4 13,0 32 9 7.2 42.9 29 8 211.8 22 0 47 tt 25` 1 2 44:8 • 7 2 32.4 7.4 19,8 7,8 27.1 14,7 14,4 -%.1 •21,8' -64 370 31.8, b 48 1 2 44.i 40.1 2T.4 27.4 31.9 31.9 22.0 32,0 3.1 15;4 •24 4 -120 1.0 13.4 20:9 4:8 14, t -14.1 18.1 •18t1 Unit Conversions - 1.0 ft ° 0.30411 m, 1.0 psf =. 0.0479.kNlmt 30,1 APPENDIX #2 U.S. SEISMIC DESIGN MAP OSHPD Latitude, Longitude: 47.46890672, -122.26413184 TukwtiF, Apaaments gie Date Design Code Reference Document Risk Category Site Class 9/13/2019, 2:01:36 PM ASCE7-10 D - Stiff Soll Type Value Description Ss 1.47 MCER ground motion, (for 0.2 second period) Si 0.549 MCER ground motion. (for 1.0s period) SMS 1.47 Site -modified spectral acceleration value SM1 0.824 Site -modified spectral acceleration value 0,98 Numeric seismic design value at 0.2 second SA SDI 0.549 Numeric seismic design value at 1.0 second SA Type value Description SDC 0 Seismic design category Fe 1 Site amplification factor at 0.2 second F v 1.5 Site amplification factor al 1.0 second PGA 0.608 MCEG peak ground acceleration FPGA 1 Site amplification factor at PGA PGAK4 0.608 Site modified peak ground acceleration Ti 6 Long -period transition period in seconds SsRT 1.47 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.56 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 3.436 Factored deterministic acceleration value, (0.2 second) S1RT 0.549 Probabilistic risk -targeted ground motion. (1.0 second) S1UH 0.593 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. SID 1.118 Factored deterministic acceleration value. (1.0 second) PGAd 1.258 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.943 Mapped value of the risk coefficient at short periods CR1 0.927 Mapped value of the risk coefficient at a period of 1 s OSHPD date 19 if 1.5 1.0 0.5 0.0 1.0 0.75 1 0.50 0.25 0.00 0 MCER Response Spectrum 0 2 4 Period. T (sec) Sa(g) Design Response Spectrum 2 4 Period, T (sec) Sa(g) DISCLAIMER 6 6 While the information presented on this website is believed to be correct. SEAOC IOSHPD and its sponsors and Contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC r OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. APPENDIX #3 SHEAR WALL SHEAR RESISTANCE VALUE Wood - Based Panet species tf ern -Fir Northern ShTtanyais and 0iiiohre;,71...7 Shearwall Selection Tables Factored Shear Resistance vr (kN/m) Imuni Common nomttNal panel pet7etratiOh ..thcsrieSs ,rtiratolnc; 3...o-hott Trimmrr Parie,s tivecty ifrato‘,'; Spar.:47.c;1 3.e ges rtm. 75 5: 31 ' 2 2.84 . 94 5.38 7.65 2 2,8:- '..?.25 4 35 6.50 b.53 9.5 36 2-1;2 4 831 7.00* 8.94' 5 ! f2 3:3:6265 li. 5.23' 7.65' 9.82 12,38 2.1 * I 5.72 6,29 10.7 14, 38 . 2-112 3.25 12.5 41 ; 3 i.3.76 '0.1 13.1-- 15,5 41 3 3.65 7 41 11,2 1,1.8.7 7.5.,+ 37 : 2 2,84 I, 9.5 31 ', 2 2 84 9.5 38 i 2-'12 3.25 11 38 : 2-112 3.25 , 2-1/2 2.5 38 3.25 12.5 41 3 3.66 15.5 41 ! 3 3.66 i 1 i 7.5+, 31 ! 2 2.84 i 3.16 4.70 6.12 9.5 31 . 2 2.84 3.48 5.28 6.83 9.5 38 - 2,1'2 3.2.i.3 3,a6• 5.607.18- 38 2-1;2 i 4.19' 12.5 38 ': 2--1i2 3.25 3.25 ' 4 57 ii.•.2" 7.' 12.5 41 3 3.66 5.41 86'.06:l8.57 15.5 41 a 3.96 592 8,95 . 7.5- - 31 i 2 2.134 2,70 4.11 5.35 9.5 31 1 2 2.84 3.04 4.62 5,97 ii 36 2-1/2 3.25 1 33:36:: 54-.3965: 86-.2857: 2-1/2 9.5 38 3.25 12.5 38 2-1/2 3.25 4.00 5,80 7.49 12.5 41 i 3 3.68 4.73 7.04 9.19+ 15.5 41 3 3.96 r. 5.18 7.83 10.2- 3.55 5.29 6,88 2.91 5.54 7.48 4 35' 6.30' 8.04' " 4 7 1• 6.88' 8 84' 5.1 4 7 46 9.64 1. 6.09 9.06 11.8- 6.67 10.1 13.1+ - -, 9.8 trirh minimum recommended when applied direcOy 1,.; framing as exterior Sic,7. Tne vakieS for 9.5 .-nrn and 11.0 mm paners applied directly to the framing may te values shown respectively for 11.0 mri and 12,5 rim PadelS. PrOvided studs are maximum of 400 mm cemre. Frarnino at aitoining panel edges is 84 trill:umber :or two 38 rim wide framino connecte-d To transfer factored shear forcW or wider, erci :tails tire staggeree:. Notes: 3. For caneis applied over 12.7 mrn t5.9 rlrn gypsum specified' Rhea- "r 2. Where pane% are appiied on both faces of a well and ;tail spacing is 'ess :hair 1. Pare: edges decked with 38,rnm or eiicier framing. Panels are installfx1 either 4- For Construction Sheathing ()S81. produ;:z spectf'gation also ,;ociuotes a parte the same th'ickhess panel applied Oirect!y to framing may ga used asiong - or thicker and hails on each s',r1e snag be staggr.red penetration in tho frarnin4yi is satisfied vertically with nails spaced at 300 mm on centre along intermediate supports. gentre on either side, panel ioints in offset to fall on different members or fTan,:-; ene-use rating. Tad;e 9,7 provides an equivalence ohtwseri tabula:en t.Ticsresse.i.t marks. • ..„ • :4 She Fac' ts i • 0/ CH1S Ii11;11; ;i1r,Ci4',...N..MCCC$104 319t•.•... In ,,1; S — F 0: ),1 •• •,./..c ?1:.;'; ' (f el; ', • 1 . ; ' .. . ..„ , :',1', .9 'si,.;‘, .';',YN (.9'4'; ...t". ',.‘if•I.S .4 S''.',.vs. ;P:.: s .:CCto,A''.(.i...11, „.- .9. if..) ;IvN s ',.1A ;•15 . . . . kiV;HS w • It; ',',, ,;; b'.1,NN „9, . 5.C..9 41.;1',YS iif CCCI1J.A ,,1 .9 • i C V 44:T:4 101 1111 VI VII EP MI • APPENDIX #4 WOODWORKS PROGRAM CALCULATION RESULT PRINT-OUT • • WoodWorksiit f,r-,,,,,,,,,,,,..,,,,,,,,,,,v,,,., COMPANY Liang Engineehng Ltd. Sep. 14, 2019 09:10 PROJECT Main Floor New Opening to the New Addition Design Check Calculation Sheet WoodWorks Sizer 9.3.2 Loads: Load Type : ribution Fat- terr Location [ft] Start End Magnitude Start End Unit , dl Load2 Self -weight jpad Dead JFu11 tsnow jjuil UDL lFu1i UDL UDL 247.2 2S3.3 3.9 pif cif pie ',_:,-ad magnitude does not include Normal Importance factor from 066 Table 5.2.3.2, whl, is applied during analysis. Maximum Reactions (Ibs), Bearing Resistances (lbs) and Bearing Lengths (in) : 5.75' i--- - 1 ' 5.63' Unfactored: Dead Snow 722 814 722 814 Factored: Total 2124 2124 Bearing: Resistance Beam Support Anal/Des F3eam Support Load comb Length Mir. req'd KB KB min Kd KB support fcp sup Kzcc su 2760 4102 0.77 0.52 *2 1.50* 1.50* 1.00 1.00 1.00 1.13 1015 1.00 2760 4102 0.77 0.52 #2 1.50* 1.50* 1.00 1.00 1.00 1.13 1015 1.00 Minimum beanng lengused: - " for end sups Main Floor New Opening to the New Addition Built-up, S-P-F, No.1/No.2, 2x8, 2-ply (3"x7-114") Supports: All - Timber Beam, D.Fir-L No.2 Total length: 5.75'; volume = 0.9 cu.ft.; Load sharing: Yes; Lateral support: top= full, bottom= at supports; •[ Canadian Wood Council Conseil canadien du bola Main Floor New Opening to the New Addition'oodWorks® Sizer 9.3.2 Page 2 --,.•y,,, Force vs. vs. Resistance and Deflection using CSA 086-14: Criterion Analysis Value Desigr. Value Unit An 's/Design Shear Moment Perm. DPflin Live Defi'n Total Defl'n Vf Cad - 1586 Mf - 2922 0.04 - <L/999 0.04 = <L/999 0.09 - L/773 Vr - 1135 Mr = 4434 0.19 --,-- L/360 0.19 = L/360 0.38 .-- L/180 lbs 11- -ft in in . in V /Vr - 0.42 14f/Mr --, 0.66 0.21 0.23 0.23 ......., Additional Data: FACTORS: fiEpsi) KD Fv 218 KH KZ KL KT KS KN LC# 1.00 1.10 1.200 1..00 1.00 - *2 Fb+ 1711 1.00 1.10 1.200 1.000 1.00 1.00 #2 Fep 769 - 1.000 ',CO 1.00 *- Es 1.4 million 1.00 1.00 #2 CRITICAL LOAD COMBINATIONS: Shear : LC *2 1.25D + (1.0)1.5$ Moment..) : LC *2 = 1.25D + (1.0)1.5c Deflection: LC #1 = 1. OD (permanent) LC *2 = 1.0D + (0.9)1.0S (live) LC #2 - 1.OD + (0.9)1.0S (total) Bearing : Support 1 - LC #2 = 1.25D + (1.0)1.5S SupPort 2 - LC #2 = 1.250 + (1.0)1.5c Load Types: D-dead W-wind 3-snow H-earth,qroundwater E.-earthquake L-live(dse,occupancy) Ls=live(storage,equipment) f=fire All Load Combinations (LCs) are listed in the Analysis output CALCULATIONS: Deflection: El = 65e06 lb-in2/ply "Live" deflection Deflection from all non -dead loads (live, wind, snow...) Design Notes: 1. WoodWorks analysis and design are in accordance with the 2010 National Building Code of Canada (NBC Part 4) and the CSA 086-14 Engineering Design in Wood standard (May 2014 edition). 2. Please verify that the default deflection limits are appropriate for your application. 3. KL calculated as per 086 7.5.6.4 4. BEAMS require restraint against lateral displacement and rotation at points of bearing (086 6.5.4.2.1). 5. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) and that each ply is equally top -loaded. Where beams are side -loaded, special fastening details may be required. oodWorks' 1"(4141171 r OR AVMS COMPANY Liang Engineering Ltd. Sep. 14, 2019 09:24 PROJECT Post below 5.5 feet new header Design Check Calculation Sheet WoodWorks Sizer 9.3.2 Loads: Load Type Distribution Location (ft] Start End Magnitude Start End Unit Load]. Dead Axial “T.oc. - 0.59") 722 Its Lcad2. Self-wei,, Snow Dead Axial Axial (Ecc. - 0. 59") 814 15. lbs lts -.- Load magnitude does not include is applied dur-ng analysis. Lateral Reactions (lbs): !slc,rme Importance rector from t Tah.Le w 8' Unfaotore : Dead 4 -4 Snow 5-5 Factored: R->L 13 Load comb #2 L->R 13 Load comb #2 #1 Post below 5.5 feet new header Built-up, S-P-F, No.1/No.2, 2x4, 2-ply (3"x3-1/2") Support: Non -wood Total length: 8.0; volume = 0.6 cult.; Pinned base; Load face = width(b); Built-up fastener: nails; Load sharing: Case 1; Ke x Lb: 1.0 x 8.0 = 8.0 fftj; Ke x Ld: 1.0 x 8.0 = 8.0 (ft); Force vs. Resistance and Deflection using CSA 086-14: criterion Analysis Value 2iLn Value Unit Shear Vf - 13 Vr = 255.9 it:S Vf Vr = , .01 MomentCf) Mf - 104 Mr = 1470 lbs-ft Mf/Mr — 0.07 Axial b full Pf ..- 2143 Pr - '3442 lbs Ff/Pr = 0.62 Axial d Pf = 2143 Pr = 7671 lbs Combined (Ff/Pr)^2 CMf/Mr•* ( Ff./Pe) = 0.48 Perm. Defi'n 0.02 = <L/999 0.27 = L/360 in 0.06 Live Defi'n 0.02 = <L/999 0.53 - L/180 in 0.03 Total Defi'n 0.0 <L/999 0.53 = L/180 in 0.06 Canadian Wood Council Conseil canadien du bola Post below 5.5 feet new header WoodWorks® Sizer 9.3.2 Page 2 Additional Data: FACTORS: f/E(psi) KD Fv 21; 1.00 Fb+ 1711 1.00 Es 1.4 million E05 0.9 million Fcb full 1668 1.00 1668 1.00 Comb'd Fc 1668 1.00 KH 1.10 1.10 KZ 1.700 1.700 1.100 1.275 1.-;00 Comt'd Fb 1711 1.00 1.10 1.700 CRITICAL LOAD Shear Moment (+) : Deflection: Axial Combined : Kc 0.3'5 0.430 0.3:5 COMBINATIONS: LC #2 = 1.25D + (1.0)1.5S LC #2 - 1.25D + (1.0)1.5S LC 41 = 1.0D (permanent) LC #2 = 1.0D + (0.9)1.05 (live) LC #2 = 1.0D (0.9)1.0S (total) LC #2 - 1.25D (1.0)1.5S LC #2 I.25D + (1.0)1.5S KL KT KS LC# - 1.00 1.00 #2 1.000 1.00 1.00 #2 - 1.00 1.00 #2 1.00 1.00 #2 1.00 1.00 #2 1.1.10 1.00 #2 1.00 1.00 #2 1.000 1.00 1.00 #2 Ubiad Types: D=dead W-wind S=snow H-earth,groundwater E-earthquake L-live(use,occupancy) Ls-live(storage,equipment) f=fire All Load Combinations (LCs) are.. listed in the Analysis output CALCULATIONS: Deflection: El = 7e06 lb-in2/ply "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) xiai b governs. Full section v 0.6 used; CCb full - 32.1; CCb 1-ply = 64.2; CCd 2r.4 1/(1-Pf/Pe) = 1.25 Lateral stability: b = single ply width Design Notes: 1. WoodWorks analysis and design are in accordance with the 2010 National Building Code of Canada (NBC Part 4) and the CSA 086-14 Engineering Design in Wood standard (May 2014 edition). 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: built-up rectangular compression members shall consist of 2 to 5 individual members of at least 38mm(2in. nominal) thickness joined with bolts, nails or bolts and split ring connectors. The minimum values of end distance, edge distance and spacing for fasteners must conform to CSA 086 Chapter 12. - Spacing of nails along the member shall not exceed 6 times the thickness of the thinnest piece and spacing perpendicular to the member length shall not exceed 20 times the nail diameter. - All nails shall penetrate through at least 3/4 of the thickness of the last individual piece and nails shall be driven alternately from either face of the built-up member along the length - When individual pieces of the built-up member are wider than 3 times their thickness, there shall be at least 2 rows of nails across the member width. 4, Axial load eccentricity applied in direction of bad face only. It is the designers responsibility to check for effect of eccentricity in the other direction. 0 War Mr ? w %Q.( Ff 4a WOW) ks® or ,G.v COMPANY Liang Engineering Ltd. Sep. 14, 2019 09:17 PROJECT New Additon 4 Feet Wide Window Header Design Check Calculation Sheet WoodWorks Sizer 9.3.2 Loads: Load Type Distribution Fat- oerri Location Ifts Start End Magnitude c1tart End :nit LoathTbead Load2 Self -weight J.ad jsnow Full UDI, Full ODL Full UZI, 2E4.0 302.5 3.0 piz pif pif Load magnitude does not include Normal impc•rtance factor from 086 Table 5.2.3.2, '',.. is applied during analysis. Maximum Reactions (Ibs), Bearing Resistances (Ibs) and Bearing Lengths (in) : 4.25' } . 4.13' 0 Unfactore : Dead Snow Factored: 567 643 567 643 Total 1673 1.673 .e.aring: Resistance Beam Support Anal/Des Beam Support Load comb Length Min reg'd KB KB min Kg KB support fcp sup Kzo.p. sup 0 cy ri ri 04 * + C) C) (Y) vl CD la CD V..) mr 4g CD CD CD CD 1-4 vti CD r- vA .()1O• • • • CD .1 CD CD r •-+ 4-1 r e, r•-•1 r-i v4 2760 4102 0.61 0.41 *2 1.50* 1.50* 1.00 1.00 1.00 1.13 1015 1. 00 *Minimum bearing Jength setting used: 1-1/2" for end supports New Additon 4 Feet Wide Window Header Built-up, S-P-F, No.1/No.2, 2x6, 2-ply (3"x6-1/2") Supports: All - Timber Beam, D.Fir-L No.2 Total length: 4.25; volume = 0.5 cu.ft.; Load sharing: Yes; Lateral support: top= full, bottom= at supports; - Caned. ian Wood Council Conseil canadien du bois New Additon 4 Feet e Wlndow Header WoodWorks® Sizer 9.3.2 Page 2 Force vs. Resistance and Deflection using CSA 086-14: Part4) Criterion A -lysis Value Des.j Value nnit ,nalysis/Desiqn Shear Mcmen`_(+) Perm. Deflin Live Defi'n Total Deflin Vf @d = 12:3 M." = 1E75 0.03 = <L1999 0.03 = <L/999 0.06 L/810 Vr = 3315 Mr - 29 0.14 = L/360 0.14 - L/360 0.28 - L/180 j ibsVf/Vr 1 lbs-ft 1 in in ; = 0.37 Mf/Mr - 0.56 0.24 j 0,22 0.22 KD Kli 1.00 1.10 1.00 1.10 - - million #2 = 1.25D + (1.0)1.5S #2 = 1.25D + (1.0)1.5S #1 = 1.OD (permanent) #2 - 1.0D + (0.9)1.0S #2 = 1.0D + (0.9)1.0S 1 - LC #2 = 2 - LC #2 = W.-wind S=snow (LCs) are = 29e06 1b-in2/p1y - Deflection from KZ KL KT KS 1.400 - 1.00 1.00 1.400 1.000 1.00 1.00 1.000 - 1.00 1.00 - - 1.00 1.00 (live) (total) 1.25D + (1.0)1.5S 1.250 + (1.0)1.5S 11=earth,groundwater E-earthquake Ls=live(storaqe,equipment) listed in the Analysis output all non -dead loads (live, with the 2010 National Building Wood standard (May 2014 edition), are appropriate for your application. and rotation at points of bearing ply is a single continuous member (that beams are side -loaded, special fastening KN LC# - #2 #2 - #2 f=fi.re wind, snow...) . ...._ Additional Data: FACTORS: f/E(psi) 218 F'ry4. 1711 Pcp 769 Es 1.4 1.4 CRITICAL LOAD COMBINATIONS: Shear : LC Moment(+) : LC Deflection: LC LC LC Bearing : Support Support Load Types: D-dead L=livecuse,occupancy) All. Load Combinations CALCULATIONS: Deflection: ET "Live" deflection Design Notes: 1. WoodWorks analysis and design are in accordance and the CSA 086-14 Engineering Design in 2. Please verity that the default deflection limits 3. BEAMS require restraint against lateral displacement 4. BUILT-UP BEAMS: it is assumed -that each and that each ply is equally top -loaded. Where Code of Canada (NBC (086 6.5.4.2.1). is, no butt joints are present) details may be required. IR oodWorksS ,,,,,,wr,m,,,,,,,,,, COMPANY LianEngineering Sep. g 14, 2019 Q9:2Ltd.4 PROJECT New Deck Side Beam Design Check Calculation Sheet WoodWorks Sizer 9,3.2 Loads: Load Type Distribution Pat- tern Location 1ft] Strt End Magnitude Start End Unit: -oAdi load2 1F-weight Dead Sr.ow Dead Full U01 Full UDL Full UDI, No Yes ,No 24.0 302.5 3.5 if :clf plf Load magnitude does not znciuoe Normal Importance factor from 086 Table 5.2.3.2, is applied during analysis. Maximum Reactions (ibs), Bearing Resistances (lbs) and Bearing Lengths (in) : 12.54' --1 0' 5.29' 10.75' 12:48' 0nfactored: Dead Snow 561 688 1687 1970 1108 1300 Factored: Total 1734 5064 3335 Pearing: starce Be a ni Support Anal/Dee Beam Support Load comb Length t,!in reci'd 1-(F3 KB min KO KB support fop sup Kzcp sup 323.. 4726 0.54 0.37 #8 1.50* 1.50* 1.0 1.00 1.00 1.11 1015 1.00 11877 15686 0.43 0.32 #6 5.51 2.35 1.00 1.03 1.00 1.00 1015 1.00 126 - 17365 0.26 0.19 #9 5.51 1.17 1.07 1.32 1.00 1.11 1015 1.00 *Minimum bear ng length setting used: 1-1/2" for end supports Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. New Additon 4 Feet Wide Window Header Lumber, S-P-F, No.1/No.2, 4x6 (3-1/2"x5-1/2") Supports: All - Timber Beam, D.Fir-L No.2 Total length: 12.54'; volume = 1.7 cu.ft.; Lateral support: top= full, bottom= at all supports; Canadian Wood Council Conseil canadlen du bois New Deck Side Beam WoodWorks® Sizes 9.3.2 Page 2 Force vs. Resistance and Deflection using CSA 086-14: 0riterinAnalysis Value Design Value Ur.: Analysis/Design Shear Moment(+) Moment(-) Deflection: interior Perm Live Total Cmr.t-ii. Perm Liv,, Total Vf @d - 2041 Mf = 1801 Mf = 2636 Vr - 3782 Mr = 3416 Mr - 3416 ids lbs-it lbs-ft Vf/Vr = 0-54 Mf/Mr = 0.53 )f/Mr = 0.77 0.03 = <L/999 0.04 - <L/999 0.08 = L/839 0.01 =., <L/999 -0.03 = L!622 -0.0,1 = 1./533 0.18 -, L/360 0.18 = L/360 0.35 = L/160 0.12 = L/180 0.12 - L/180 L0.23 ,t, L/90 in in in in in in 0.18 0.25 0.21 0.05 0.29 0.17 Additional Data: FACTORS: f/E(psi) KD KH KZ KL 177v 218 1.00 1.00 1.500 - Fbi- 1711 1.00 1.00 1.500 1.000 Fb- 1711 1.00 1.00 1.500 1.000 Fcp 769 - - 1.000 - 1.4 million - - - CRITICAL LOAD COMBINATIONS: Shear : LC 46 = 1.25D + (1.0)1.5S (paLterh: 1oment4) : LC 48 = 1.250 + (1.0)1.5S (pattern: Moment(-) : LC 46 = 1.250 + (1.0)1.5S (pattern: Deflection: LC 41 = 1.GD (permanent) LC #5 = 1.0D + (0.9)1.OS (pattern.: sSs) LC 48 = 1.0D 1- (0.9)1.0S (pattern: SsS) Eiearinq : Support 1 - LC 48 = 1.250 + (1.0)1.5S Support 2 - LC 46 - 1.250 + (1.0)1.5S Support 3 - LC 49 - 1.25D + (1.0)1.5S !d Types: D=dead W-wind S,,,,snow 1-1,-earth,groundwater L=live(use,occupancy) Ls=live(storage,equipment) Load Patterns: s=S/2 L=L+Ls =no pattern load in All Load Combinations (LCs) are listed in the Analysis CALCULATIONS: Deflection: El = 67e06 lb-in2 "Live" deflection = Deflection from all non -dead ------------------- -- Design Notes: 1. WoodWorks analysis and design are in accordance with the 2010 and the CSA 086-14 Engineering Design in Wood standard (May 2014 2. Please verify that the default deflection limits are appropriate for your 3. 086 6.5.3 requires that beam and stringer grades shall not be designed for bending resistance, unless regraded along the full length of the member. 4. BEAMS require restraint against lateral displacement and rotation KT KS KN LC# 1.00 1.00 - 86 1.00 1.00 - 48 1.00 1.00 46 1.00 1.00 4- 1.00 1.045 SSs) SsS) SSs) (live) (total) (pattern: SsS) (pattern: SSs) (pattern: sSS) E=earthquake f=fire this span output loads (live, wind, snow_.) _ _ Part 4) _ __________ National Building Code of Canada (NBC edition). application. for continuity in determining requirements at points of bearing (086 6.5.4.2.1). WoodWorks® COMPANY Liang Engineering. Ltd. Sep. 14, 2019 09:28 PROJECT Mid Post below New Deck Side Beam Design Check Calculation Sheet WoodWorks Sizer 9.3.2 Loads: Load Type DM.s.:r».b= t.ion Location rft? Start End Magnitude Start End .nit Load' oad2 Self- f it Lead Snow Dead Axial!. ANiai C':!. G- ..59 a; ... "; 1687 197:" R 8 1b5 Load .magnitude does not ine` ud .3.,_Tr:tpe: _ ce fa :, from U'38 Table 5.2. 3.2, wh i__:} .s app_.ied dur..ng analysis. Lateral Reactions (lbs): 6' g hja 0' 8. 7nfactored: Dead Snow 10 12 -10 -12 ,Factored: R->L Load comb >R Load comb 31 42 31 #2 Mid Post below New Deck Side Beam Lumber Post , S-P-F, No.1iNo.2, 4x4 (3-1/2"x3-1/2") Support: Non -wood Total length: 6.0'; volume = 0.7 cu.ft.; Pinned base; Load face = width(b); Chemicals: preservative; Ke x Lb: 1.0 x 8.0 = 8.0 [ft]; Ke x Ld: 1.0 x 8.0 = 8.0 [ft]: Force vs. Resistance and Deflection using CSA 086-14: l Criterion Analysis Value Desien Value Unit Anal sis/Desi•n Shear. Moment (+) Axial. b Axial d Combined Perm. Defi'n L.Lve Defi'n _a- Defi'n Vf = 31 Mf = 247 Pf = 5086 Pf = 5086 0.04 - <L/999 0.04 = <L/999 0.08 - <L/999 Vr - 2043 Mr =- 1173 Pr- 7444 Pr - 7444 (Pf/ Pr) `2 0.27 = L/360 0.53 - _.,./. 0 .3 .... L/1.80 lbs ibs-ft lbs lbs (Mf/Mr) *1/ in in in Vf/Vr = 0.02 Mf/Mr = 0.21 Pf/Pr - 0.68 (1-Pf/Pe) - 0.85 0.14 0.07 0.14 • Canadian Wood Council Conseil canadien du bola Mtd Post below New Deck Side Beam Additional Data: FACTORS: Fb+ Es 05 Fob Fcd Comb'd Fe Comb'd Fb f/E(psi) KD 218 1.00 1711- 1.00 1.4 million 0.9 million 1668 1.00 1668 1.0 1668 1.00 1711 1.00 CRITICAL LOAD COMBINATIONS: Shear Moment : Deflection: Axial Combined : Load Types: KH 1.00 1.00 1.00 1.DD 1.00 1.00 WoodWorks® Sizer 9,3.2 Page 2 KZ KL 1.700 1..700 1.275 1.275 i. 0.473 0.475 0.475 = 1.25D + U...0)1.5S • 1.25D + (1.0)1.5S • 1.01: (permanent) - 1.0D + (0.9)1.05 = 1.0D (0.9)1.0S (total) = 1.25D + (1.0)1.5S = 1.25D + (1.0)1.5S 1.000 1.000 KT KS LC4 0.75 1.00 42 0.75 1.00 42 0.90 1,00 42 0.901.00 #2 0.75 1.00 42 0.75 1.00 42 0.75 1.00 42 0.75 1.00 42 W=wind S=snow R=earth,groundwater E=earthquake L-live(use,cccupancy) Ls=live(storage,equipment) f=fire All Load Combinations (LCs): are listed in the Analysis output CALCULATIONS: Deflection: El = 17e06 1b-in2 "Live" deflection Deflection from all non -dead loads (live, wind, snow-) Axial d governs; CCb = 27.4; CCd = 27.4 1/(1-Pf/Fe) = 1.80 LC 42 LC 42 LC 42 LC 42 LC 42 LC 42 LC #2 D,-,dead Design Notes: 1. WoodWorks analysis and design are in accordance with the 2010 National Building Code of Canada (NBC Part 4) and the CSA 086-14 Engineering Design in Wood standard (May 2014 edition). 2. Please verify that the default deflection limits are appropriate for your application. 3. Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of eccentricity in the other direction. i oodWorks® WO Of/ COMPANY Liang Engineering Ltd. 5129 PROJECT New Addition Floor Joists ... _ Design Check Calculation Sheet WoodWorks Sizer 9.3.2 Loads: Lod Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Lodi Load2 Self-weilht Dead Live Dead Full Area Full Area Full UDL 24.00(16.0") 44.00(16.0"J 2.5 psf psf pif Maximum Reactions (Ibs), Bearing Resistances (lbs) and Bearing Lengths (in) : 4 14.7-5' . ..„..._ . 0' 14.62' ,..._ ............ „ . . ..,.___ nfactc)red: Dead Live „..._ 254 432 _____. 254 432 Factored: Total 966 ---- 966 Bearing: Resistance Joist Support Anal/Des joist Support Load comb Length Min reg'd KB KB min Kd KS support fcp sup Kzcp sup 1380 2290 0.70 0.42 #2 1.50*— 1.50* 1.00 1.00 1.00 1.25 1015 1.00 • 1380 2280 0.70 0.42 #2 1.50* 1.50* 1.00 1.no 1.00 1.2 101 1.00 *Minimum bearing length setting used: 1-1/2" for end supports New Addition Floor Joists Lumber, S-P-F, No.1/No.2, 2x10 (1-1/2"x9-1/4") Supports: All - Timber Beam, D.Fir-L No.2 Floor joist spaced at 16.0" c/c; Total length: 14.75'; volume = 1.4 cu.ft.; Floor (vibration): 5/8". sheathing, nailed and glued, w/strapping and bridging Load sharing: Case 2; Lateral support: top= full, bottom= at supports; Canadian Wood Council Conseil canadien du bois ew Addition Floor Joists WoodWorks® Sizer 9.3.2 Page 2 Force vs. Resistance and Deflection using CSA 086-14: Criterin Sbea Moment*-) Perr. Defi'n Live Deflin Total Defi'n Vibration Analysis V.-'ue Vf eld - 849 Mf = 3503 0.26 = L/672 0.44 = L/395 0.70 = L/249 Lspan = 14.63 Desiqn Value Undt ibs ..., _,...,-,--i:.,.,.- in in in t 1.1..aivsts,,..ies1 ..___ ''/Vr - -31 Mf/Mr ,- 0.83 0.54 0.91 0.72 / 0.94 j 2782 Mr = 4218 1 0.49 - L/360 1 0.49 - L/360 1 0.97 = L/180 L -=. 15.5 Additional Data: FACTORS: f/E(pSi) KO KH KZ KL KT . KS KN LC# Fv 218 1.00 1.40 1.100 - 1.00 1.00 - #2 Yb* 1711 1.00 1.40 1.100 1.000 1.00 1.00 - #2 Fop 769 - - 1.000 - 1.00 1.00 - 4- Es 1.4 million - - 1.00 1.00 #2 CRITICAL LOAD COMBINATIONS: Shear .: LC #2 • = 1.25D + 1.5L Moment : LC #2 -, 1.25D + 1..5L Deflection: LC #1 = 1.0D (permanent) LC #2 = LCD + 1.0L (live) LC #2 = 1.0D + 1.01. (total) Bearing : Support 1 - LC 42 = 1.25D + 1.51.. Support 2 - LC 42 - 1.250 ÷ 1.5L Load Types:-D--dead W=wind S=snow H=earth,groundwater E=earthquake L=liveuse,occupancy) Ls-live(storage,equipment) .f.--fire Ali Load Combinations (LCs) are listed in the Analysis output CALCULATIONS: Deflection: ET - 136e06 lb-in2 "Live" deflection - Deflection from all non -dead loads (live, wind, snow...) Design Notes: 1. WoodWorks analysis and design are in accordance with the 2010 National Building Code of Canada (NBC Part 4) and the CSA 086-14 Engineering Design in Wood standard (May 2014 edition). 2. Please verify that the default deflection limits are appropriate for your application. 3. KL calculated as per 086 7.5.6.4 ifl vodWorks' 5011.WW FOR 1‘00f2 INVGA. COMPANY Liang Engineering Ltd. Sep. 14, 2019 10:3.1 PROJECT New Deck Deck Joists Design Check Calculation Sheet WoodWorks Sizer 9.3.2 Loads: Lcad Type Distribution at- Location [ft] agnitude Unit tern Start End Start End Loadl Dead Full Area No 14.40(16.0") osf Load2 Live Full Area Yes 44.00(716.0') psf Se].f-weight Dead Full ODL , 2,5 plf Maximum Reactions (Ibs), Bearing Resistances (Ibs) and Bearing Lengths (in) : 10.68' ' 10.62' 8.39' 7infactored: Dead 86 146 Live 250 394 F .tored: Total 482 773 Bearing: Resistance Joist 1035 4062 Support 1710 6282 Anal/Des Joist 0.47 0.19 Support 0.28 0.12 Load oomb #4 02 Length 1.50* 5.51 Min req'd 1.50* 1 . 50* KB 1.00 1.07 KB in 1.00 1.25 Kd 1.00 1.00 KB support 1,25. ]. . 25 fop sup 1015 1015 Kzcp sup 1.00 1.00 *Minimum .bear ng length setting used: 1-1/2" for end supports and 1-1/2" for interior supports Maximum reaction on at east one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. New Deck Deck Joists Lumber, S-P-F, No.1/No.2, 2x10 (1-1/rx9-1/4") Supports: All - Timber Beam, D.Fir-L No.2 Floor joist spaced at 16.0" c/c; Total length: 10.68'; volume = 1.0 cu.ft; Chemicals: preservative; Load sharing: Case 2; Lateral support: top= full, bottom= at supports; aaatan Council Conseil carmdlen dubols New Deck Deck Joists WoodWorks® Sizer 9.3.2 Page 2 - Force vs. Resistance and Deflection using CSA 086-14: Criterion _.... Analysis Vie Design Value Unit , 1- is/Design Shear Momew.:Th MomentH) Deflection: Interior Perm Live Total Cantil. Perm Live Total V br tion Vf @d 402 Mf - 979 Mf - 286 Vr - 2087 Mr = 3164 Mr = 1480 lbs lbs-ft lbs-ft Vf/Vr = 0.19 Nf/Mr = 0.31 Mf/Mr = 0.19 0.02 - <L/999 0.05 - <L/999 0.07 = <11999 -0.01 - (L/999 -0.05 = L/589 -0.06 = L/473 design not avalable 0.28 = L/360 0.28 - L/360 0.56 = 5/180 0.15 - L/190 0.15 = L/190 0.30 = L/90 for multi -span in in in in in in members. 0.06 0.19 0.12 0.07 0.31 0.19 Additional Data: FACTORS: f/E(psi) KD KH KZ KL KT KS KN LC4 Fv 218 1.00 1.40 1.100 - 0.75 1.00 - 42 Fb+ 1711 1.00 1.40 1.100 1.000 0.75 1.00 #4 Fb- 1711 1.00 1.40 1.100 0.468 0.75 1.00 42 Fop 769 - - 1.000 - 0.75 1.00 4- 1.4 million - - 0.90 1.00 - 04 CRITICAL LOAD COMBINATIONS: Shear : LC 42 = 1.25D + 1.55 Moment(4) : LC 44 1.25D +- 1.55 (pattern: 1,) Moment(-) : LC 42 - 1.25D + 1.514 Deflection: LC 41 = 1.0D (permanent) LC 44 = 1.00 + 1.01. (pattern: L_) .1..i.ve) LC 44 - 1.0D + 1.05 (pattern: L_) (total) Bearing : Support 1 - LC 42 = 1.25D + 1.51, Support 2 - LC 40 = 1.4D Load Types: D=dead W=wind S=snow A=earth,groundwater E=earthqua.ke L-live(use,occupanoy) Ls=live(storage,equipment) f=flre Load Patterns: s=S/2 L=L+Ls =no pattern load in this span All Load Combinations (LCs) are listed in the Analysis output CALCULATIONS: Deflect:ion: El - 136e06 ib-in2 "Live" deflection = Deflection from all non -dead loads live, wind, snow...) Lateral stability(-): Lu = 8.38' Le - 16.13' CB - 28.3; Lu based or. full span Design Notes: 1. WoodWorks analysis and design are in accordance with the 2010 National Building Code of Canada (NBC Part 4) and the CSA 086-14 Engineering Design in Wood standard (May 2014 edition). 2. Please verify that the default deflection limits are appropriate for your application. 3. 086 6.5.3 requires that beam and stringer grades shall not be designed for continuity in determining requirements for bending resistance, unless regraded along the full length of the member. 4. KL calculated as per 086 7.5.6.4 ' od Wotks® 40,IWARF rel$1,•0011 DiftiiC..v COMPANY Liang Engineering Ltd. Sep. 14, 2019 17:00 PROJECT New Deck Beam to Support Deck Joists Design Check Calculation Sheet , WoodWorkS Sizer 93.2 Loads: Load Type Distribution Pat- terni Location (ft] Start End Magnitude A,L End Unit Loadl Lcad2 Dead jLive Full ODL Full V D. No Yes No 92.2 281.6 plf plf Maximum Reactions (Lbs), Bearing Resistances (Ibs) and Bearing Lengths (in) : 19' DP DP 0' 2' 9-.5' 1810' Unfactored: Dead Live 493 1593 1012 2944 406 1235 Factored: Total 3005 5680 2361 Bearing: Resistance Beam Support Anal/Des Beam. Support Load comb Length Min req'd KB KB min Kd KB support fcp sup Kzcp sup 12565 3.3024 0.24 0.23 #14 5.51 1.50* 1.07 1.25 1.00 1.11 1015 1.00 11765 11765 0.48 0.48 #9 5.51 2.66 1.00 1.00 1.00 1.00 1015 1.00 11765 13029 0.20 0.13 #16 5.51 1.50* 1-00 1.25 1.00 1.11 1015 1.00 *Minimum bearing length setting used: 1-1/2" for interior supports Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. New Deck Beam to Support Deck Joists Lumber, D.Fir-L, No.1/No.2, 4x12 (3-1/2"x11-1/4") Supports: All - Timber Beam, D.Fir-L No.2 Total length: 19.0'; volume = 5.2 cu.ft.; Chemicals: preservative; Lateral support: top= full, bottom= at all supports; • 1 VIC f 41111- New Deck Beam to Support Deck Joists Canadian Wood Council Conseil canadien du bois WoodWorks® Sizer 9.3.2 1 Page 2 Force vs. Resistance and Deflection using CSA 086-14: Criterion Analysis vaiue Design Value unit Anal s . i Shear Moment(+) Mover Deflection: interior Perm Live Total Cantil. Perm Live Total Vf @d 2 79 Mf = 4155 Mf -. 4792 Vr = 5382 Mr = 6645 Mr -= 6645 its lbs-ft lbs-ft Vf/Vr - 0.44 Mf/Mr = 0.63 Mf/Mr .- 0.72 0.01 = <L/999 0.05 = <L/999 0.06 - <L/999 -0.00 - <L/999 -0.01 - L/628 -0.01 = L/490 0.30 = L/360 0.30 - L/360 0.61 = L/180 0.03 = L/180 0.03 - L/180 0.05 = 1./90 in in in in in in 0.04 0.17 0.11 0.08 0.29 0.18 Additional Data: FACTORS: f/E(psi) KD K:ri KZ KL KT KS Kg LCk Ev 276 1.00 1.00 1.100 - 0.75 1.00 - 49 Fb+ 1450 1.00 1.00 1.100 1.000 0.75 1,00 - 48 Fb- 1450 1.00 1.00 1.100 1.000 0.75 1.00 - 49 Ecp 1015 - - 1.000 - .0.75 1.00 *- Es 1.6 million - - 0.90 1.00 - #8 CRITICAL LOAD COMBINATIONS: Shear : LC 49 = 1.25D + 1.5L (pattern: LL) Moment(+) : LC 48 = 1.25D + 1.5L (pattern: E L_) moment(-) : LC 49 = 1.250 + 1.5L (pattern: _EL_) Deflection: LC #1 = 1.0D (permanent) LC 48 = 1.00 + 1.0L (pattern: LL_) (live) LC 48 1.OD + 1.01. (pattern: L_L_) (tota1) Bearing : Support 1 - LC 40 = 1.4D ' Support 2 '- LC 414 --. 1.25D + 1.5L (pattern: LL_L) Support 3 - LC 49 = 1.25D + 1.5L (pattern: LL) Support 4 - LC 416 - 1.25D + 1.5L (pattern: T._LL) Support 5 - LC 40 = 1.4D Load Type : D=dead W-wind S,--snow H-earth,grondwater E-earthquake L=live(use,occupancy) Ls-livestoraqe,equipment) f=fire Load Patterns: s-S/2 L.-LLs -=no pattern load in this span All Load Combinations (LCs) are listed in the Analysis output CALCULATIONS: Deflection: El = 665e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow-) Design Notes: 1. WoodWorks analysis and design are in accordance with the 2010 National Building Code of Canada (NBC Part 4) and the CSA 086-14 Engineering Design in Wood standard (May 2014 edition). 2. Please verify that the default deflection limits are appropriate for your application. 3. 086 6.5.3 requires that beam and stringer grades shall not be designed for continuity in determining requirements for bending resistance, unless regraded along the full length of the member. 4. BEAMS require restraint:against lateral displacement and rotation at points of bearing (086 6.5.4.2.1). City of Tukwila Department of Community Development November 06, 2019 ALENE LEPRAK 10406 SE 189TH CT RENTON, WA 98055 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D19-0325 LEECHAO RESIDENCE - 5615 S 150TH ST Dear ALENE LEPRAK, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11 x 17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. All sheets provided by a design professional or engineer shall be stamped and signed. Some of the sheets provided are missing stamp signature and date of the professional providing these drawings. Provide all sheets stamped and signed. See General Note above. 2. Cover sheet specifies R-31 attic insulation and R-20 in walls. Energy code requires R-49 insulation for attics and R-21 in 2x6 wall construction. Revise notes to indicate current energy code requirements. Note: 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 two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Sincerely, ,.1>1)) C-4L Bill Rambo Permit Technician File No. D19-0325 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 oPERM7 COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0325 DATE: 11/27/2019 PROJECT NAME: LEECHAO RESIDENCE SITE ADDRESS: 5615 S 150TH ST Original Plan Submittal X Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Public Works 1'6 Fire Prevention Structural r PRELIMINARY REVIEW: Not Applicable E (no approval/review required) Planning Division Permit Coordinator DATE: 11/28/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required n r- (corrections entered in Reviews) DUE DATE: 12/26/2019 Approved with Conditions E Denied (ie: Zoning Issues n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire El Ping 0 PW 0 Staff Initials: 12/18/2013 oPLART COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0325 PROJECT NAME: LEECHAO RESIDENCE SITE ADDRESS: 5615 S 150TH ST X Original Plan Submittal Response to Correction Letter # DATE: 10/08/20 9 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: ah- Cow Building Division up Dt o- Public W ks NI\ Fire Prevention Structural PRELIMINARY REVIEW: Not Applicable E (no approval/review required) Id f\N tb\tiii6\ Aanning Division Permit Coordinator DATE: 10/10/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11/07/2019 Approved EII1Approved with Conditions 7 Corrections Required Ir Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: Row4t.09 to c/ V 611.5 P - P‘fLaxg. 1:"7 betk-iefAsAd Pk) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg FireD Plngfl PWD Staff Initials: IV18/2013 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 11 1271 Plan Check/Permit Number: D19-0325 0 Response to Incomplete Letter Response to Correction Letter # 1 Revision # after Permit is Issued 0 Revision requested by a City Building Inspector or Plans Examiner 0 Deferred Submittal # RECEIVED CITY OF TUKWILA NOV 222019 PERMIT CENTER Project Name: Leechao Residence Project Address: 5615 S 150 St Contact Person: AveArlf LC? Phone Number: 3VO 2141c(59-1 Summary of Revision: OUV onoinestr rrAn e spolce iA) / -ToYvnyi-e I Pi Vl< C•bYlc-rfr(0 -1A-PAY) wog' n bntrr neceSC,vit cr-ecorld 146.1) p eAtrn -rb 2 Cb\:SPI b{ 1re V Id?Ci ptflg TO IhOtt Cal-e CUI(ViY1-1 QAPiyn Gbok.9 Y‘e U tQ wurrE. Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on /( 01-// CAUsers \ svc_OPW_UseMppDatatLocal \MicrosofitWindows\INetCache \Content,Outlook CM61VKLI \Revision Submittal Form.doc Revised: August 2015 C Labor & Industries (https://Ini.wa.gov) Contractors I LEPRAK CONSTRUCTION LLC Owner or tradesperson LEPRAK, ALENE MICHELLE Principals LEPRAK, ALENE MICHELLE, PARTNER/MEMBER LEPRAK, RICHARD MOORE, PARTNER/MEMBER WAUBI No. 603 509 537 PO BOX 59862 RENTON, WA 98058 206-818-7372 KING County Business type Limited Liability Company 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. LEPRACL85ONJ Effective — expiration 08/11/2015-12/16/2021 Bond American Contractors Indem CO Bond account no. 100282088 $12,000.00 Received by L&I Effective date 08/11/2015 08/10/2015 Expiration date Until Canceled Insurance Houston Casualty Co $1,000,000,00 Policy no. H19AC82018-00 Received by L&I Effective date 08/02/2019 08/10/2019 Expiration date 08/10/2020 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts ............... No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. ICertifications & Endorsements PAGE 01 - A01, DRAWING INDEX, SITE PLAN, LOCATION MAP, & CROSS SECTION DETAILS PAGE 02 - A02, EXISTING & PROPOSED ROOF PLANS PAGE 03 - A03, EXISTING & PROPOSED UPPER FLOOR PLANS PAGE 04 - A04, EXISTING & PROPOSED MAIN FLOOR PLANS, & WALL ASSEMBLY DETAILS PAGE 05 - A05, EXISTING & PROPOSED SOUTH & NORTH ELEVATIONS PAGE 06 - A06, EXISTING & PROPOSED WEST ELEVATIONS PAGE 07 - A07, EXISTING & PROPOSED EAST ELEVATIONS STRUCTURAL DRAWINGS PAGE 08 - S01, STRUCTURAL SPECIFICATION, TABLES, & CROSS SECTIONS PAGE 09 - S02, PROPOSED ROOF AND MAIN FLOOR FRAMING PLANS PAGE 10 - S03, PROPOSED CRAWL SPACE FRAMING PLAN & FOUNDATION PLAN PAGE 11 - SO4, TYPICAL CROSS SECTIONS AND DETAILS CIVIC ADDRESS: #5615 SOUTH 150TH STREET, TUKWILA WA ZONING ANALYSIS: (AS PER TUKWILA MUNICIPAL CODE CHAPTER 18.10, LOW DENSITY RESIDENTIAL (LDR) DISTRICT) ZONE = LDR APPROX. YEAR BUILT: 1999 BUILDING SPRINKLER SYSTEM: NOT INSTALLED BUILDING TYPE: TWO STOREY WOOD FRAMED BUILDING WITH CRAWL SPACE BELOW GRADE APPROX. LOT AREA: 50.0'[15.2 in] x 136.0'[41.5 ml = 6,800,0 SF [631.7 ml (INFORMATION GIVEN BY BLUE PRINT DRAWINGS) FRONTYARD EXISTING FRONT YARD = SAME AS AS -BUILT PERMITTED MINIMUM FRONT YARD = 20'[6.1 m] SIDE YARD EXISTING EAST SIDE YARD = SAME AS AS -BUILT PERMITTED MINIMUM SIDE YARD = 5' [1.5 in] REAR YARD EXISTING REAR YARD = APPROX. 69'[21.0 in] PROPOSED REAR YARD = APPROX, 44.4'[13.5 ml PERMITTED MINIMUM REAR YARD = 10'[3.0 m] BUILDING HEIGHT MST NG BUILDING HEIGHT SAME AS AS -BUILT PERMITTED MAXIMUM BUILDING HEIGHT z; 30'[9.1 m] FOOTPRINT AREA AS -BUILT FOOTPRINT AREA = 1,163.0 + 528.0 + 90.0 = 1,781.0 SF [165.4 m-] PROPOSED FOOTPRINT AREA = 1,781.0 + 276.3 + 191.6 = 2,248.9 SF [208.9 ml PERMITTED MAXIMUM FOOTPRINT AREA = 6.800 x (35% - 0.125% x (6,800 - 6,500) / 100) = 2,354.5 SF [218.7 mg NOTES: 1. ALL EXISTING & PROPOSED DIMENSIONS INCLUDING SPACE AREAS ARE PROP. PEAK ROOF ASSEMBLY DETAILS: APPROXIMATE AND NEED TO BE VERIFIED -ROOF ASPHALT SHINGLE ON SITE OR REFER TO THE AS -BUILT BUILDING PAPER DRAWINGS OR BLUE PRINT. %" T&G PLYWOOD SUBFLOOR PRE-FAB 2x4 ROOF TRUSS @ 24" c(c BY OTHER 2. FOR ACCURATE FLOOR MEASUREMENTS +RPA EI,_N11,111,; 4,11R PA;EINATTIC & AREAS IT CAN ONLY BE REFERRED TO Y LAT �ON R49 �l G D NSITY13A I SU TON R491 d� ITS LEGAL DOCUMENTS AND THIS CEILING RAFTER CAVITIES DRAWING IS SOLELY FOR THE CITY BUILDING PERMIT APPLICATION ONLY -Yj'THK. GYPSUM BOARD AND VIEWERS SHALL NOT RELY ON THE PROP.024" PROP. ROOF PEAK INFORMATION IN THIS DRAWING FOR ANY GABLE VENT 'APPROX. 16'- 2 314 \_W OTHER PURPOSES. 12 APPROX. 3. ATTIC, EXTERIOR WALLS, AND FLOOR 6.5 ABOVE GROUND INSULATION 0 REQUIREMENTS SHALL MEET THE STATE jgg44 LATEST ENERGY CODE REQUIREMENTS. PROF ADDITION CEILING --7 APPROX. 1-2' 3/4" PROP. 2x4 INTERIOR WALL<19> INTERIOR PAINT PROP. 2x6EXTERIORWALL<jj��> 1/21' TYPE-X GWB SIDING TO MATCHEX. EX. 2x4 STUDS @ 16" D.C. FURRING STRIPS IF APPLICABLE 1/2" TYPE-X GWB BUILDING PAPER INTERIOR PAINT Y, THK. PLYWOOD SHEATHING of 7 - BATT INSULATION R21 C! nLLOURPMIA < -6 RIER 3/2" THK. DRYWALL EX. LIVING FLOOR EX, GROUND APPROX. 47 GENERAL BACKFILL --x (TYP) 6" ROCK COVER (TYP.) MIN 3"THK./"CLE-NED 2 GRAVEL COMPACTED PROP. 04 REQUIRED (TYP.) DRAIN PIPE (TYP.) PROP, FOOTING SIZES AND REINF. DETAILS - PROP. CRAWL SPACE TO LIVING FLOOR: SEE STRU. DWG. "P.) ENGINEERED HARDWOOD FLOOR W/ SUBFLOOR MEMBRANE OVER %" THK. T&G PLYWOOD SUBFLOOR (OR AS PER ENG. SPEC.) FLOOR JOISTS w/ BLOCKING AS PER ENGINEER'S SPECS HIGH DENSITY BATT INSULATION R30 6 MIL VAPOUR BARRIER -AIR SPACE -6 MIL VAPOUR BARRIER COVERED - EXISTING GROUND (SOIL SUBBASE) SECTION DETAILS 1A�A04 SCALE: Y4"=V-0" CITY THE 8"DTR (SEE NOT 0 & #3) rl TEST-Tt' ARY SEWER OUT IE=192,6V SOUTH 150TH STREET TYPE K COPPER WIRE se is 6w]wm CITY TREE 0 9195rR (SEE #112 & #3) + EX. C111 Y SIDEWALK, 10' UTILITY & PRINCIPAL LANDSCAPING SEMENT-- BUILDING <001> 0 J Of ?, a. a. ER SUPPLY STUB < 7 Y," METER [E=197.00' GUM' -- l87-4nTW L STORM DRAIN i r 26-0" 4�'SIDE SEWER MIN 2%AND 10'-0" MIN AWAY FROM DRIVEWAY 0 cf: CIT ELF < BO -4, I)[,- I EX. COVERED PATIO (GROSS AREA = APPROX. 81.0 SF) r a at, 'j EX. HOUSE MAIN FLOOR (GARAGE EXCLUSIVE) (GROSS AREA = APPROX. 1163.0 SF) \ ol�'. R PROP. I AREA (GROSS AREA/= O A�P RD 2763SF a. RO,. RQ FED E O 'ARE,<= (L /DN <—DN EX. TOPOGRAPHY 0 cc EL Ow Q. 1 0. 0 < j < INDICATES GAFBLLE��\\ EX.NATURAL DRAINAGE b 0 of PATTERN < 0 EX, FENCE SITE PLAN SCALE: Y8" = 1'-0" I WATER LINE TO o V- PROPERTY LINE PERMIT ) FOR: Piping tih REVISIONS No c!: ail,,es snail be ^IaOe to the scope Of WO1K wrinout p, o* aporoval of the Tukwila Building Division NOTE: Revisions will require a new Dian submittal and may ncluce additional Plan review. EX. CONC. PROP. FOOTING AND FOUNDATION FOUNDATION WALL SIZES AND REINF. DETAILS SEE STRU. DWG. (TYP.) LEGEND: PROP. ADDITION _ CEILIN G APPROX. _ 7 314 EX. MAIN FLOOR APPROX. _47-_6_1_/4-_7_17 EX. GROUND H=Lj L_J— CONC. FOOTING SIZES AND REINF. DETAILS SEE STRU. DWG. MIN. 3" THK. %" CLEANED GRAVEL COMPACTED AS PROP. DECK FLOOR' REQUIRED (TYP.) 1x4 DECK PLANK P.T. FLOOR JOISTS AS PER ENGINEER'S SPECS (SYS) SECTION DETAILS ��A�O4 SCALE: Y4"=1'-0" PROPERTY LINE ❑ EX. FENCE EX. GRASS EX. CONC. WALKWAY & DRIVEWAY EX.GRAVEL EX. BUSH EX. TREE FIL= C Peffnft No. us—W Plan review approval IS Subject to errors and omissions. Approval of construction documents does not allthoriZe the violation of any adopted COCE or ordinance. Receipt of approved Field Copy and conailtartwcKnowledgea: By. lt:�Z� Date: k1131ol 1 11 City of Tuavvila BUILDING DIVISION SITE PLAN NOTE: 1. THIS PROPOSED SITE PLAN IS FOR INFORMATION PURPOSE ONLY. ALL THE EXISTING DIMENSIONS ARE APPROXIMATE. IT MAY NOT PROVIDE THE ACCURACY AS REQUIRED. THEREFORE IT SHALL BE READ IN CONJUNCTION WITH THE SURVEY PLAN IN FILE AND THE EXISTING SETBACK & BYLAWS INFORMATION SHALL BE REFERRED TO THAT SURVEY PLAN. 2. FOR DETAILED EXISTING TREE INFORMATION, PLEASE REFER TO THE CERTIFIED ARBORIST REPORT IF APPLICABLE. 3. TREE SIZE DEFINITION: THE FIRST VALUE REPRESENTS TREE TRUNK DIAMETER IN INCHES, THE SECOND VALUE REPRESENTS THE TREE CANOPY RADIUS IN FEET. FOR EXAMPLE, 15"D12'REPRESENTS THE TREE HAS 15" DIAMETER TREE TRUNK AND 12'RADIUS WIDE TREE CANOPY. 4. SITE PLAN TOPOGRAPHICAL INFORMATION AND SERVICE LINE INFORMATION ARE COPIED AND DRAWN FROM THE ORIGINAL SITE PLAN FOR LOT 7 PREPARED BY KAPPLER ARCHITECTS, P.S., DATED NOVEMBER 4,1999. PROJECT LOCATION BY CITY OF GOOGLE MAP REVIEWED FOR CODE COMPLIANCE APPROVED DEC 18 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA CORRECTION NOV 2 2 2019 LTR#__A_ PERMIT CENTER UANG ENGINEERING LTD. has checked with sources ballsoadt. breliable jnrr.j1 effort, to r wid inflarroitinn that 11 WIPIIW and 90neoilly 11 a000ndalm Wit, the standards accepted at the time If p1bilIstill. H-0f, in vim 0 the P-11blity If Innnan error, neither nor my darer party who he, b... Involved in the preparation or pubs cation of this mn, onannear, that the infomation sonfierad notes, Is in many respect son,inst, or odarpl,te, and therefore Uang Engineering Is not responsible for any errone or omissions or for the results obtamad from the use of such Infoimabon. Reasons and encaumg.d In widina the infomtaiion onnialned heroin with other sources. MARK DESCRIPTION OF REVISIONS DATE ISSUED FOR CITY PERMIT NOV. 20,2019 ISSUED FOR CITY PERMIT SEPT. 10, 2019 LIANG ENGINEERING LTD. ARCHITECTURAL & STRUCTURAL COMMERCIAL& RESIDENTIAL Tel: 778-895-0848 / 604-700-3880 Email: liang.engineering.abi@outlook.r-om PROJECT LOCATION #5615 SOUTH 150TH STREET, TUKWILA, WA CLIENT HOUSE'S MAIN FLOOR BACK ADDITION DRAWING INDEX, SITE PLAN, LOCATION MAP, & CROSS SECTION DETAILS SL I SL )RAWING No. DATE A01 NOVEMBER 20, 2019 KALE SHEET SIZE REV AS SHOWN 1 OF 24x36 1 1 llirew:mv 8 EXISTING ROOF PLAN Y1, 1, SCALE�. 4" -0 PROPOSED ROOF PLAN SCALE: Y4" = V-0" RECEIVED CITY OF TUKWILA NOV 2 2 2019 1. ALL EXISTING & PROPOSED DIMENSIONS INCLUDING SPACE AREAS ARE APPROXIMATE AND NEED TO BE VERIFIED ON SITE OR REFER TO THE AS -BUILT DRAWINGS OR BLUE PRINT. 2. FOR ACCURATE FLOOR MEASUREMENTS & AREAS IT CAN ONLY BE REFERRED TO ITS LEGAL DOCUMENTS AND THIS DRAWING IS SOLELY FOR THE CITY BUILDING PERMIT ONLY AND VIEWERS SHALL NOT RELY ON THE INFORMATION IN THIS DRAWING FOR ANY OTHER PURPOSES. 3. BY DEFINITION, NET AREA USUALLY REFERS TO INTERIOR NET SPACE/AREA WITH THE WALL THICKNESS BEING EXCLUDED. GROSS AREA USUALLY REFERS TO PERIMETER AREA WITH THE THICKNESS OF THE EXTERIOR WALLS AND HALF THICKNESS OF THE DEMISING WALLS BEING INCLUDED, RE -VIEWED FOR CODE COMPLIANCE APPROVED DEC 18 2019 City of Tukwila BUILDING DIVISION PERMIT CENTER -._... -._.. -. lb-U -_ _....__ _._._ __... 11 6.81 6-81 T-31 7.71 „ EX. 6°4° EX. 3°4° I I � � EX. BATH _=N N (NETAREA= x APPROX. 86.6 SF)Uj o `N EX. MASTER BEDROOM m (NET AREA=APPROX. 196.9 SF) 1 I to 3_1 52 -- I N \ x ( � W LEX, 2468, --- ------ II I EX. W.I.C. - 1'-912" (NET AREA m --� --- -. APPROX. 48.9 SF) r_- EX' 5°68 La o I DN 8R m -- 5 7" 3 2, 2 7 x o> 3_6, EX. CLOSET M (NET AREA ( in APPROX. 6.1 SF) - ---- EX. BEDROOM #1 w "EX. BATH EX. BATH (NET AREA = (NET AREA ,(NETAREA APPROX. 124.1 SF) _ °J 0 APPROX.47.9SF)=APPROX,Fj 76.6 SF) X (V O lW EX 5°6a FEX. _2°68 ._. T-67-p I EX. BEDROOM #2 °N =' - �--------------- J ( (NET AREA o> APPROX. 128.7 SF) o EX. BEDROOM #3 io (NETAREA= 1 c APPROX, 133.8 SF) EX. 6°4° 5 -3 N o 5 9" EX.. fi 5° 12:7 1-0° i (EX. SLOPE) O.H I----------------------------------_�.. 6r, �._ -- EX. LOWER ROOF O.H. -- -- 0----- 22-T EXISTING UPPER FLOOR PLAN (EXISTING UPPER FLOOR GROSS AREA = APPROX. 946 SF) SCALE: Y4 r = 1 r-0'r --————————————————— — — — — — � i I I I I I I i I PROP. ROOFED DECK ON THE MAIN FLOOR 1 I 1 I I I 1 I I I- — — — — — — — — — — — — — — — — — — — — — — — — I I I I I I I I I I I PROP. ADDITION AREA ON THE MAIN FLOOR I I I I I I I I I I I 22'-0 I I 6-812 6 812 _. 3-312_ 2.8 2 712 I I -_" L---- -------------------------- EX.6°4° EX.3°4° ., EX. BATH :N (NET AREA ix APPROX. 86.6 SF) o I EX. MASTER BEDROOM -- I N ni (NET AREA = APPROX. 196.9 SF) 1 �.. 2, 3_112_ 5`_81 N x W j I Li EX. 2b68 j EX. W.I.C. 1 1_91 rr (NET AREA I � 2--� APPROX. 48.9 SF) EX' 5°6s a o DN Ln: 8R 5-7" 3'-2" ,. 2'_7„ y� rn 13.6' i J — EX. CLOSET M (NET AREA = u, <o N t� APPROX. 6.1 SF) cd N x x W M W u EX. BEDROOM #1 w _ EX. BATH EX. BATH (NET AREA = N (NETAREA= (NETAREA APPROX.124.1 SF) APPRIX, 41.1 SF) = APPROX. 76.6 SF) x N - N r X N p W = EX. 5°6e _ �T-6 7_0, EX.5O6H EX. 266g -__. ---- I I EX. BEDROOM #2 'N ------------ (NET AREA of APPROX. 128.7 SF) o EX. BEDROOM #3 �? (NET AREA = �. APPROX. 133.8 SF) <V EX. 6°5° -."-- ---I 127 V 0 \ (EX. SLOPE) 'b.H L— — — — -----------J \' EX. LOWER ROOF O.H. '.0 10 6-_.------- _ 22 0' EXISTING UPPER FLOOR PLAN WITH CHANGES ON THE GROUND FLOOR NOTES: 1. ALL EXISTING & PROPOSED DIMENSIONS INCLUDING SPACE AREAS ARE APPROXIMATE AND NEED TO BE VERIFIED ON SITE OR REFER TO THE AS -BUILT DRAWINGS OR BLUE PRINT. 2. FOR ACCURATE FLOOR MEASUREMENTS & AREAS IT CAN ONLY BE REFERRED TO ITS LEGAL DOCUMENTS AND THIS DRAWING IS SOLELY FOR THE CITY BUILDING PERMIT ONLY AND VIEWERS SHALL NOT RELY ON THE INFORMATION IN THIS DRAWING FOR ANY OTHER PURPOSES, 3. BY DEFINITION, NET AREA USUALLY REFERS TO INTERIOR NET SPACE/AREA WITH THE WALL THICKNESS BEING EXCLUDED. GROSS AREA USUALLY REFERS TO PERIMETER AREA WITH THE THICKNESS OF THE EXTERIOR WALLS AND HALF THICKNESS OF THE DEMISING WALLS BEING INCLUDED. LEGEND: EX. WALL EX. DOOR EX. WINDOW REVIEWED FOR CODE COMPLIANCE APPROVED DEC 18 2019 City of Tukwila BUILDING DIVISION, NOTES: 1. ALL EXISTING & PROPOSED DIMENSIONS EXTERIOR INCLUDING SPACE AREAS ARE DESCRIPTION: ---- ---- APPROXIMATE AND NEED TO BE VERIFIED ��+ "r EX.L _ _ ___-_ ON SITE OR REFER TO THE AS -BUILT Wt SIDING OR STUCCO TO MATCH - FURRING STRIPS IF APPLICABLE ON 4R DRAWINGS OR BLUE PRINT. INTERIOR BUILDING PAPER o PROP. 4x4 2. FOR ACCURATE FLOOR MEASUREMENTS Yx THK. PLYWOOD SHEATHING _ J P.T. POST & AREAS IT CAN ONLY BE REFERRED TO PROPOSED EXTERIOR 2x6 �� S 10 ., (TYP.) 9--1Y2 " ITS LEGAL DOCUMENTS AND THIS BATT INSULATION R21 1'-10" 7'-6" DRAWING IS SOLELY FOR THE CITY WOOD FRAMED WALL DETAILS 61 IL PO Po BARRIER BUILDING PERMIT ONLY AND VIEWERS -YF THK. DRYWALL SHALL NOT RELY ON THE INFORMATION IN PROP. ROOFED DECK THIS DRAWING FOR ANY OTHER (GROSS AREA = APPROX.191.6 SF) PURPOSES. ro 3. BY DEFINITION, NET AREA USUALLY REFERS TO INTERIOR NET SPACE/AREA INTERIOR 19.0 WITH THE WALL THICKNESS BEING DESCRIPTION: EXCLUDED. GROSS AREA USUALLY IW1 GYPSUM WALL BOARD W1 REFERS PERIMETER AREA WITH THE (WATER RESISTANT GREENBOARD GRADE AT BATHROOM SIDE IF APPLICABLE) (W THICKNESS OF THE EXTERIOR WALLS - 2X4 STUDS @ 16" O.C. PROP. AND HALF THICKNESS OF THE DEMISING INTERIOR R12 FIBERGLASS INSULATION FOR SOUND IMPROVEMENT (OPTIONAL FOR BATHROOM WALL) N 3168 REF. WALLS BEING INCLUDED. PROPOSED INTERIOR WOOD 1/2" GYPSUM WALL BOARD W 4. ATTIC, EXTERIOR WALLS, AND FLOOR FRAMED WALL DETAILS ABOVE GROUND INSULATION PROP. KITCHEN REQUIREMENTS SHALL MEET THE STATE (NET AREA= ® o LATEST ENERGY CODE REQUIREMENTS. APPROX. 218.6 SF) v a _ 1 4'-7Yn" q'-4„ 3'-11" I ° to 02 22 -0"_ 5_5 2 8"2 4' '� - -8.0 8'7 ---_ EX. 6°5° EX. 6°5° - EX. KITCHEN EX. PLUMBING ' CABINETS & FIXTURES TO BE APPLIANCES TO CAPPED AS PER BE REMOVED LATEST 2' - '1 'N _� EX. FAMILY ROOM - iv. EX. KITCHENPLUMBING CODE -- EX. GUARDRAIL N i lrl sli - (NET AREA= (NET AREA = APPROX. 329.9 SF) ' Ip P,.PPROX. 202.4 SF) -=N -N - �- Lf EX. o I T-212' 3,_�,�_ F.P. -r. _ I L - -- i EX it (EX. 2°6 �5' .4'.-0 :-_ 3"312 REF. 2 ; -0 1 J O2 _. 6'JJI _ ------ I - EX. HALLWAY --- _ C (NET AREA = so '- APPROX. 18.0 SF) r iV a � I Lit 7R - 4 0 ...-.._. - 8' 1j-_. __--- 7-012 EX. HANDRAIL r- _ Ex. <° N... UP... iv o m H.W.T. N N ., SR w x SEX. LAUNDRY w ROOM - Lu EX. (NETAREA= °N FURN. APPROX. 50.8 SF) �' EX.2`6g: -I 20 w I . EX. EX - �' WASHER DRYER' o -----"---_J ( EX. BATH EX. CLOSET , (NET AREA = �. v (NET AREA= iv APPROX. ---- --- N N w 38.7 SF) w 4,5 SF) EX. LIVING ROOM 9-2" 5-912 - __-7-012 (NETAREA=APPROX. 382.6 SF) o N _N lie O i EX. GARAGE N ( (GROSS AREA = x APPROX. 528.0 SF) o w EX. 3°6° EX 6°6° EX. 1°5° EX 1°5°� 5'-73 4" 8'-43 4' 3'-1112' - EX. FRONT PORCH v ,GROSS AREA= � � I EX. POST i PPROX. 81.0 SF) EX. POST _------------ -- I EX. POST DN 6R - :. I � ;• i { o 10 81, i EX.8°7° EX.8°7°---- -2.:.2-112" 40'-0"- EXISTING MAIN FLOOR PLAN (EXISTING MAIN FLOOR GROSS AREA - GARAGE EXCLUSIVE = APPROX. 1,163 SF) (EXISTING GARAGE GROSS AREA = APPROX. 528 SF) (EXISTING FRONT PORCH GROSS AREA = APPROX. 90 SF) SCALE: Ya' = V-0" 0 M m PROP. PANTRY (NET AREA = APPROX. 28.0 SF) PROP. 18" x 26.5" HATCH I 7'. F YLI'll , W141 20P. ADDITION AREA (GROSS AREA = APPROX. 276.3 SF) 6050 EX: 6°5° PROP. DINING ROOM ---- EX. GUARDRAIL EX. FAMILY ROOM (NET AREA = �� (NET AREA = APPROX. 202.4 SF) APPROX. 329.9 SF) N L2'6'-]'5'-,' 4-0 3'_31 2'2'-0"_ . 1012"- __-� -- -- EX. HALLWAY (NET AREA= : APPROX. 18.0 SF) DN EX. HANDRAIL ,._._ -- UP <v m 'coct a - 8R w x EX, LAUNDRY X ._. w ROOM`,, w -- (NET AREA ern' ------ - APPROX. 50.8 SF) u? N I IIEX. 2"6° � - � X lf'i = w EX. EX EX. BATH WASHER DRYER EX. CLOSET (NET AREA - -- -_ (NET AREA= N APPROX, - APPROX. tx 38.7 SF) 14.5 SF) - 9 2 EX. LIVING ROOM 5 912 (NET AREA = APPROX. 382.6 SF) N EX. GARAGE (GROSS AREA = APPROX. 528.0 SF) EX. 3°6g 1050 EX.1°5° 3-11�d' EX. F.P. EX. H.W.T. EX. FURN. r- - - - F - - - - - - - EX. POST EX. POST I ---_... .._------- 'i EX. 8°7° - EX.8°7° li 2-112". 8'-3'_>1 3 .._8`-3' 2--11 22'-0" PROPOSED MAIN FLOOR PLAN (PROPOSED MAIN FLOOR GROSS AREA - GARAGE EXCLUSIVE = APPROX. 1,439.3 SF) LEGEND: C� EX. WALL I01 PROPOSED 2X4 PARTITION WALL PROPOSED 2X6 EXTERIOR WALL EX. DOOR _ _ _ - EX, DOOR TO BE REMOVED PROP. DOOR 1' EX. WINDOW EX. WINDOW TO BE REMOVED PROP. WINDOW REVIEWED FOR CODE COMPLIANCE APPROVED DEC 18 2019 City of Tukwila BUILDING DIVISION UMG ENGINEERING LTD. has checked Win a.-' believed to be relitmm in their often. to proMe information that is complete and generegy in accordance wRh the siaad..a..,red al the time of publication. However, in view of the p..tab 4V of human error, neither nor any the party who has been involved In the preparation or publication of this work warrants Mat Me [of--- nor, comethod herein is in every respect -.to or complete, and therefore Listed Engineering is not responsible for any ertors or omissions or for the results obtained from the use of such Information. Readers are encouraged to con@m the lnforn,Wn contained herein with other sources. MARK DESCRIPTION OF REVISIONS DATE 1� ISSUED FOR CITY PERMIT NOV. 20, 2019 �0 ISSUED FOR CITY PERMIT SEPT. 10, 2019 6 LIANG ENGINEERING LTD. 9. ARCHITECTURAL & STRUCTURAL COMMERCIAL & RESIDENTIAL Tel: 778-895-0848 1604-700-3880 Email: liang.engineering.abi@outfook.com PROJECT LOCATION #5615 SOUTH 150TH STREET, TUKWILA, WA UUENT RICHARD LEPRAK HOUSE'S MAIN FLOOR BACK ADDITION TITLE EXISTING & PROPOSED MAIN FLOOR PLANS, & WALL ASSEMBLY DETAILS DRAWN BY CHECKED BY (PROPOSED GROUND FLOOR ROOFED DECK GROSS AREA = APPROX. 191.6 SF) RECEIVED SL CITY OF TUKWILA SL (EXISTING GARAGE GROSS AREA = APPROX. 528 SF) DRAWING No. DATE (EXISTING FRONT PORCH GROSS AREA = APPROX, 90 SF)_jj�' NOV 2 2 2019 A04 NOVEMBER 20, 2019 SCALE: Ya r = V-0" PERMIT CENTER SCALE SHEET SIZE REV 114" = 1'-0" 4 OF 7 1 24x36 1 1 NOTES: — EX. GABLE VENT 122 � 7 (EX. SLOPE) / T� �7 (EX. SLOPE) 1 6 O_H.I EX.3°4° EX. 6°4° j EX.6°5° EX.6°5° yl I 1 i I I 1 I 1 I 1 i 1 1 1 1 i i 1 1 EXISTING REAR / SOUTH ELEVATION SCALE: YA" = V-0" 12 7 (EX. SLOPE) i VT" O.H. I EX.3°4° I i EX. GABLE VENT T/ \ 12 \, ;7 (EX. SLOPE) EX. 6°4° . '.. EX, 6°5° EX. 6°5° EX. UPPER FLOOR ROOF PEAK APPROX. 24' - 3 JY' EX. MAIN FLOOR ROOF PEAK APPROX. 22' -1" PROP, ADDITION ROOF PEAK APPROX. 18' - 2 la' EX. UPPER FLOOR CEILING APPROX. 17' - 5 %" I I 1 I 1 I r J c -1 L ^ _ _ s 5i EX. LOWER FLOOR 0'-0" EX. UPPER FLOOR ROOF PEAK APPROX. 24' - 3 Y4" EX. MAIN FLOOR ROOF PEAK _ APVROX. 22' - V PROP. ADDITION ROOF PEAK PROP. 024" GABLE VENT APPROX.18' - 2 12 EX. UPPER FLOOR CEILING APPROX. 12 APPROX. 17' - 5 Y" 6.5 i�� APPROX. 6.5 PROP. PLYWOOD EX. MAIN FLOOR CEILING APPROX. 13' -1 34' EX. UPPER FLOOR � - • \JF T � _ i -- EX. GROUND EX• MAIN FLOOR APPROX. 4' 44" - 6 PROP. CONG. FOUNDATION WALL Ij �� EX. LOWER FLOOR PROP. FOOTING SIZES AND REINF. DETAILS 1 I 1 I SEE STRU. DWG. (TYP.) I I 1 i __________.__-._______________________J E�Si EX. FOUNDATION- PROPOSED REAR / SOUTH ELEVATION PLS. REFER TO SCALE: Ya'� = 1'-0" AS -BUILT DWG. EX. GABLE VENT -- — --- 12 7 (EX. SLOPE)',`\ EX. 6°5° EX. GABLE VENT �Q� \� \12 -j7 12 (EX. SLOPE) \7 (EX. SLOPE) I EX. 6°4° EXISTING FRONT / NORTH ELEVATION SCALE: Y4" = V-0" EX. GROUND EX. LOWER FLOOR RECEIVED CITY OF TUKWILA NOV 2 2 2019 PERMIT CENTER 1. ALL EXISTING & PROPOSED DIMENSIONS INCLUDING SPACE AREAS ARE APPROXIMATE AND NEED TO BE VERIFIED ON SITE OR REFER TO THE AS -BUILT DRAWINGS OR BLUE PRINT. 2. FOR ACCURATE FLOOR MEASUREMENTS & AREAS IT CAN ONLY BE REFERRED TO ITS LEGAL DOCUMENTS AND THIS DRAWING IS SOLELY FOR THE CITY BUILDING PERMIT ONLY AND VIEWERS SHALL NOT RELY ON THE INFORMATION IN THIS DRAWING FOR ANY OTHER PURPOSES. REVIEWED FOR CODE COMPLIANCE APPROVED DEC 18 2019 City of Tukwila BUILDING DIVISION rJL'r------------------------------------------------rJL -_-_--____________----___--__--____-_-_-___________ _^SN EX. CONC. � EXISTING RIGHT /WEST ELEVATION FOUNDATION -_--___`_____-______-________________-__--_______- _^z ,X. CONC. � FOUNDATION EX. FOUNDATION ~ m^. REFER TOAS-BUILT DWG. PROPOSED RIGHT /WEST ELEVATION_ EX. UPPER FLOOR ROOF PEAK Al', MAIN FLOOR ROOF PEkK OP. ADDITION ROOF PEAK iX. UPPER FLOOR: CEILING Af,, EX. MAIN FLOOR CEILIING_J� EX. UPPER FLOOR,� MAIN FLOOR APPROX. 4 FOUNDATION WALL SIZES AND REINF. DETAILS SEE STRU. ""v EX. UPPER FLOOR ROOF PEAK Aff-� sx MAIN FLOOR ROOF PEAK ff-� PROP. ADDITION ROOF PEAK_gff-� EX. MAIN LOOR CEILING APPF EX. UPPER FL OOR EX. MAIN FLOOR GROUND EX. LOWER FLOOR 01-01, ma __ AND REINF.DETAILS RECEIVED CITY orTumwiLA ,. ALL EXISTING uPROPOSED DIMENSIONS INCLUDING SPACE AREAS ARE APPROXIMATE AND NEED TO BE VERIFIED owSITE onREFER roTHE AS -BUILT DRAWINGS onBLUE PRINT. 2.FOR ACCURATE FLOOR MEASUREMENTS uAREAS ITCAN ONLY BE REFERRED TO ITS LEGAL DOCUMENTS AND THIS DRAWING mSOLELY FOR THE CITY BUILDING PERMIT ONLY AND VIEWERS SHALL NOT RELY owTHE INFORMATION m THIS DRAWING FOR ANY OTHER Punpooso. CODE COMPLIANCE APPROVED CitY of Tukwila ��UILDING DIVISION PERMIT CENTER PROP,*w cm�| U p�,oa PROP.*w pzPOST PROP, 36"HIGH HANDRAIL -� EX. GROUND PROP. FOOTING SIZES AND REINF.DETAILS PROP. FOOTING AND FOUNDATION WALL SIZES AND newr DETAILS SEE ornv. EX. GROUND - EX. GABLE VENT '2 5 (EX SLOPE) r^ ^r--------------------------------------------------rJ L _i �---------------------------------------------�—��ISN EXISTING LEFT / EAST ELEVATION. I EX. GABLE VENT | || || || r^`_r--------------------------------------------r`�� ______-__-___-_-_-_____-------_-------__�� / EX.mUNDATION - pAS-BUILT DWG. ILS.pEFER TO PROPOSED LEFT / EAST ELEVATION EX, UPPER FLOOR ROOF PEAK Ar-\ EX. MAIN FLOOR ROOF PEAKK PROP. ADDITION ROOF PEAK EX. UPPER FLOOR CEILING EX. MAIN FLOOR CEILING a-\ 12 EX. UPPER rmo ,vr EX. MAIN FLOOR EX. LOWER FLOOR su UPPER FLOOR ROOF PEAK 9--,, EX. MAIN FLOOR ROOF PEAK gff--\ PROP. ADDITION ROOF P K EX. UPPER FLOOR CEILIN_G EX, MAIN FLOOR CEILI�G 12 EX. UPPER ,mon ,xr EX. MAIN FLOOR EX. LOWER FLOOR &� necswso CITY opTumwiu* NUY22208 PERMIT CENTER ,. ALL EXISTING « PROPOSED oIMswmuw INCLUDING SPACE AREAS ARE APPROXIMATE AND NEED mBE VERIFIED owSITE onREFER roTHE AS -BUILT DRAWINGS onBLUE PRINT, zFOR ACCURATE FLOOR MEASUREMENTS aAREAS nCAN ONLY asREFERRED ro ITS LEGAL DOCUMENTS AND THIS DRAWING /aSOLELY FOR THE CITY BUILDING PERMIT ONLY AND VIEWERS SHALL NOT RELY nmTHE INFORMATION w THIS DRAWING FOR ANY OTHER popposco. GENERAL 1. STRUCTURAL DRAWINGS ARE TO BE READ IN CONJUNCTION WITH THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS, ETC., FOR DETAILED DIMENSIONS OF DOORS, WINDOWS AND DUCT OPENINGS, REBATES, CHASES, NAILERS, ETC. 2. THE CONTRACTOR SHALL COMPARE ALL STRUCTURAL DRAWINGS WITH THE ARCHITECTURAL DRAWINGS AND SHALL CHECK AND VERIFY ALL DIMENSIONS BEFORE COMMENCING WITH THE WORK. ANY DISCREPANCIES NOT REPORTED TO THE ARCHITECT FOR CLARIFICATION WILL BECOME THE RESPONSIBILITY OF THE CONTRACTOR. 3. THE CONTRACTOR SHALL RETAIN A PROFESSIONAL ENGINEER FOR THE DESIGN AND INSPECTION OF SHORING AND CONCRETE FORM WORK. UNDERPIN WHERE NECESSARY ANY EXISTING STRUCTURE AND PROVIDE ALL BRACING, SHORING, ETC., TO SUPPORT ADJOINING SOIL, FLOORS, WALLS, ETC. AS REQUIRED TO RETAIN ALL WORK IN PLACE AND PREVENT TEMPORARY OVER STRESSING OF THE STRUCTURE. 4. EXCAVATION SHALL NOT BE STARTED WITHOUT THE PRIOR NOTIFICATION AND EMPLOYMENT BY THE CONTRACTOR OF A PROFESSIONAL GEOTECHNICAL ENGINEER WHO SHALL DISCUSS AND ADVISE ON THE EXCAVATION METHODS AND PRECAUTIONS TO BE FOLLOWED. THE SUPERVISION OF THE EXCAVATION, DESIGN AND CONSTRUCTION OF ANY SHORING THAT MAY BE REQUIRED SHALL BE THE RESPONSIBILITY OF THE GEOTECHNICAL ENGINEER. S. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADEQUATELY PROVIDING THE COMPONENTS THAT MAY BE NECESSARY FOR CONSTRUCTION SAFETY AND THE DESIGN AND ERECTION OF ALL TEMPORARY STRUCTURES. 6. DESIGN LOADS LOAD GROUND SNOW (Pg) 20 PSF -RAIN FACTOR (Pr) 5 PSF -ROOF SNOW: 25 PSF MINIMUM SNOW LOAD REQUIREMENT FOR STATE OF WASHINGTON -LIVE LOAD: 40.0 PSF -SEISMIC AND WIND FORCES: THIS BUILDING HAS BEEN DESIGNED FOR WIND AND SEISMIC LOADING IN ACCORDANCE WITH BUILDING CODE 2015 OF WASHINGTON STATE. Ss = 1.47, SI = 0.549, Sm = 1.47, Ell = 0.824, SDS = D98, SDI = 0.549, Fa = 1.0, Fv = 1.5 SOC = D PGA - 0.608 le=1.0 q2 = 18.4 PSF iw-1.0 7. PRIOR TO POURING ANY CONCRETE OR OTHERWISE CONCEALING ANY STRUCTURAL ELEMENTS, THE CONTRACTOR SHALL NOTIFY THE ENGINEERT IN REASONABLE TIME IN ORDER TO INSPECT THE CONDITIONS OF THE WORK. FOUNDATIONS 1. THE FOUNDATIONS HAVE BEEN DESIGNED FOR THE FOLLOWING ASSUMED ALLOWABLE BEARING PRESSURE: STRIP FOOTINGS 1500 PSF ISOLATED FOOTINGS 1500 PSF 2. BEARING SURFACES MUST BE INSPECTED AND APPROVED BY THE GEOTECHNICAL ENGINEER IMMEDIATELY BEFORE FOOTING CONCRETE IS POURED. 3. NO BACK FILLING IS TO BE DONE UNTIL WALLS ARE 14 DAYS OLD AND GROUND FLOOR SLAB IS INSTALLED. BACK FILL EXTERIOR WALLS WITH A CLEAN, GRANULAR, FREE DRAINING MATERIAL. 4. NO EXCAVATION SHALL PROCEED BELOW THE LEVEL OF ADJACENT FOOTINGS WITHOUT THE APPROVAL OF THE ENGINEER- S. FOOTINGS ARE TO BE CENTERED UNDER COLUMNS AND WALLS UNLESS OTHERWISE SHOWN. STEPS IN FOUNDATIONS TO BE V-0" HIGH MAXIMUM AND 2'-0" LONG MINIMUM (SEE TYPICAL DETAILS). 6. FOOTINGS MAY HAVE TO BE LOWERED TO ACCOMMODATE MECHANICAL OR ELECTRICAL SERVICES. CO-ORDINATE THIS WITH MECHANICAL AND ELECTRICAL DRAWINGS. 7. DEPTH OF THE FROST PENETRATION SHALL BE MINIMUM 18" DEEP. CONCRETE AND REINFORCING 1. REFERENCE STANDARDS AC I MANUAL FOR STD. PRACTICE FOR DETAILING ACI 347. RECOMMENDED PRACTICE FOR CONC. FORMWORK 2. REINFORCING STEEL SHALL CONFORM TO THE REQUIREMENTS OF RELEVANT STANDARD AND SHALL BE NEW BILLET STOCK OF THE FOLLOWING STRENGTHS: SMALLER THAN IBM MINIMUM YIELD POINT: 300 MPa 10M AND LARGER MINIMUM YIELD POINT: 400 MPa 3. CONCRETE SHALL BE 30 MPa AT 28 DAYS AND TYPE 50 CEMENT. CONCRETE CLEAR COVER SHALL BE 3" IF CONCRETE CAST DIRECTLY AGAINST EARTH OR PERMANENTLY EXPOSED TO EARTH, AND 2" FOR ALL OTHER LOCATIONS. 4. IF APPLICABLE, CONTRACTOR SHALL ARRANGE FOR THE TAKING AND THE TESTING OF 100 x 200 re. CONCRETE CYLINDERS BY AN INDEPENDENT TESTING LABORATORY APPOINTED BY THE OWNER AND COPIES OF ALL CONCRETE TEST REPORTS TO BE SENT TO RENG. 5. EMBEDMENT OF DOWELS WHERE EMBEDMENT DIMENSIONS ARE CALLED FOR, SUCH DIMENSIONS SHALL APPLY. 6 SPLICES FOR REINFORCEMENT i-L-0 i R MECHANICAL SPLICES MAY BE USED FOR ALL BARS PROVIDED THAT: A. SPLICE ALTERNATE BARS TO A MAXIMUM OF MTHE TOTAL BAR GROUP AT ANY ONE POINT. THE MINIMUM DISTANCE BETWEEN SPLICES ON ALTERNATE BARS TO BE 40 BAR DIAMETERS. B. ALL LAPPED SPLICES TO BE AS PER THE FOLLOWING UNLESS OTHERWISE SHOWN ON THE DRAWINGS: LAP LENGTH IN INCHES BAR COMPRESSION CLASS "B" TENSION SPLICE SIZE SPLICE 20 25 30 35 40 MPa MPa MPa MPa MPa IBM - 14" 14" 14" 14" 14" 15M 18" 20" 20" 20" 20" 20" 20M 23" 26" 24" 24" 24" 23" CYOR TENSION SPLICES IN MEMBERS OTHER THAN SHEAR WALLS. SPLICE NO MORE THAN 50% OF THE BARS AT ANY ONE LOCATION OR USE A CLASS •C" SPLICE. (U.N.O.) CLASS "C" SPLICE LENGTH BAR 20 25 30 35 40 SIZE MPa MPa MPa MPa MPa 10M 18" 18" 18" 18" 18" 15M 25" 25" 25" 2T 25" 20M 34" 31" 30" 30" 30" TABLE 1: ISOLATED FOOTINGS SIZE THICKNESS REINFORCEMENT F1 V-6" x T-6" 10" 3-15 M EACH WAY BOTT. F2 Z-0" x Z-0" 10" 3-15 M EACH WAY BOTT. STRIP FOOTING SIZE THICKNESS REINFORCEMENT SFt 1'-4" 10" 3-15 M HOR. BOTT. TABLE 2: HORIZONTAL DIAPHRAGM SCHEDULE SHEATHING SHEATHING EDGE NAILING SHEATHING FIELD NAILING ROOF 5/" PLYWOOD ZYz" NAILS @ 6" O/C tY" NAILS @ 12" O/C FLOOR %" PLYWOOD 3" NAILS @ 6" O/C 3" NAILS @ 12" O/C SHEAR WALL SCHEDULE SHEATHING SHEATHING EDGE NAILING SHEATHING FIELD NAILING SW1 Y" PLYWOOD 3" (10d) NAILS @ 6" O/C 3" 110d) NAILS @ 12" O/C SW2 Y" PLYWOOD 3" (10d) NAILS @ 4" O/C 3" (10d) NAILS @ 8" OIC SW3 Y" PLYWOOD 3" (10d) NAILS @ 3" O/C 3" (10d) NAILS @ 6" OIC SW4 Y " PLYWOOD 3" (10d) NAILS @ 2" O/C Y (10d) NAILS @ 4" O/C TABLE 3: SIMPSON STRAP & HOLDDOWN SCHEDULE ITEM FASTENERS ANCHOR H1 MSTA36 24-10d NA H2 HDU5-SDS2.5 14-SDS Y4"x2Yz' % SAWN LUMBER 1, ALL SAWN LUMBER HAS BEEN DESIGNED TO CSA-086-01 AND THE CONTRACTOR MUST ENSURE THAT ALL MATERIALS COMPLY WITH THE MATERIAL STANDARDS REFERENCED IN THIS STANDARD. 2. FRAMING LUMBER SHALL BE WELL SEASONED AND TO BE OF THE FOLLOWING GRADES UNLESS NOTIFIED OTHERWISE: A.STUDS SPF STUD GRADE NO.2 OR BETTER B. JOISTS H.FIR N0.2 OR BETTER C.BUILT-UP BEAMS H.FIR NO.2 OR BETTER D. LINTELS & HEADERS H.FIR NO.2 OR BETTER E. TOP & SOT. PLATES D.FIR NO.3 OR BETTER F. FREE STANDING COLS. D.FIR NO.2 OR BETTER 3. SHEATHING SHALL BE OF THE FOLLOWING TYPES UNLESS NOTED OTHERWISE: A.FLOOR SHEATHING Ve STANDARD SPRUCE PLYWOOD B. SLOPED ROOF SHEATHING Y." STD. SPRUCE OR DES (JOISTS @ 24" O.C.) C.EXTERIOR WALLS Y"OSB D.INTERIOR WALLS %, OSB ALL PANELS TO BE LAID STAGGERED. FLOOR AND ROOF PANELS TO BE FASTENED TO SUPPORTS WITH 2 !" COMMON NAILS AT 6" O.C. ALONG PANEL EDGES AND AT 12" O.C. AND ALONG INTERMEDIATE SUPPORTS. FOR WALL SHEATHING EDGE NAILING, SEE PLANS FOR NAILS AND NAILING PATTERNS (PROVIDE NAILS AT 12" O.C. ALONG INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE). PROVIDE SOLID BLOCKING ALONG SIDES OF EACH SHEET WHEN PANELS ARE LAID HORIZONTALLY. 4. STUDS SUPPORTING BEAMS SHALL HAVE AT LEAST THE SAME NUMBER AND[OR SAME WIDTH AS THE BUILT-UP BEAMS OR SOLID BEAMS. 5. APPROVED JOIST HANGERS TO BE USED AT FLUSH CONNECTIONS. APPROVED CONNECTORS SHALL BE USED FOR POST AND BEAM CONNECTIONS AND POST BASE CONNECTIONS. 6. LINTELS AND HEADERS TO BE MINIMUM 2-PLY 2X10 UNLESS NOTED OTHERWISE. TYPICAL OVER DOORS, WINDOWS, AND OTHER OPENINGS ETC. 7, JOISTS TO BE DOUBLED UP AROUND OPENINGS U.N.O. 8. BUILT-UP WALL STUDS / BEAMS OR OTHERWISE SHALL BE NAILED AS FOLLOWS: 2 X 4 STUDS 1 ROW STAG. @ 8" O/C 2 X6 STUDS 2ROWS @8"O/C 2X 10 BUILT-UP 3ROWS @8"OIC USE 3% 4" AND 6" NAILS FOR 2 PLY, 3 PLY AND 4 PLY COLUMNS RESPECTIVELY 9. STUD BEARING WALL SCHEDULE LEVEL SIZE AND MAXIMUM SPACING UPPER TO ROOF EXTERIOR 2 x 6 @ 16" U.N.O. INTERIOR LOAD BEARING WALL: 2 x 6 @ 16" U.N.O. MAIN TO UPPER EXTERIOR 2 x 6 @ 16" U.N.O. INTERIOR LOAD BEARING WALL: 2 x 6 @ 16" U.N.O. BASEMENT TO MAIN EXTERIOR 2 x 6 @ 16" U.N.O. INTERIOR LOAD BEARING WALL: 2 x 6 @ 12" U.N.O. ALSO SEE ARCHITECTURAL DRAWINGS FOR WALL SCHEDULE INFO. 10. ALL DRILLED HOLES LARGER THAN 14" DIAMETER SHALL BE PRE -APPROVED BY THE ENGINEER. 11. ALL SUPPORTING STUDS FOR BEAMS AND GIRDERS SHALL BE CARRIED DOWN TO THE FOUNDATION LEVEL. 12. ALL TOP AND BOTTOM PLATES SHALL BE D.FIR NO.3 OR BETTER U.N.O. 13. EACH PLY OF BUILT-UP BEAMS (MAXIMUM 4 PLY U.N.O.) SHALL BE NAILED WITH 3 ROWS OF 3.5" NAILS @ 12' O/C. 14. FOR ANCHORAGE OF WOOD FRAME STUD WALLS TO THE SUPPORTING CONCRETE STRUCTURE, USE DTIR NO.3 OR BETTER BASE PLATES WITH THE FOLLOWS U.N.O.: sVa' DIA. @ 48" O.C. @ IN WALLS EXCEPT @ SHEAR WALL. PROVIDE EXTRA %" DIA. KWIK BOLTS AT EACH WALL END, CORNER AND JUNCTION. g" DIA. ANCHOR BOLT @ 32" O.C. @ SHEAR WALL LOCATION UNLESS NOTED. OTHERWISE IN SHEAR WALL SCHEDULE. FIELD REVIEW P.ENG. PROVIDES FIELD REVIEW ONLY FOR THE WORK SHOWN ON THE STRUCTURAL DRAWINGS. THIS REVIEW IS A PERIODIC REVIEW ATTHE PROFESSIONAL JUDGEMENT. THE PURPOSE OF THIS REVIEW IS TO ASCERTAIN THAT THE WORK IS IN GENERAL CONFORMANCE WITH THE PLANS AND SUPPORTING DOCUMENTS. AND TO FACILITATE COMPLETION OF THE LETTERS OF ASSURANCE REQUIRED BY BUILDING CODE REQUIREMENTS. FIELD REVIEW IS NOT CARRIED OUT FOR THE CONTRACTOR'S BENEFIT. NOR DOES IT MAKE P.ENG. GUARANTORS OF THE CONTRACTOR'S WORK. IT REMAINS THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE HIS OWN QUALITY CONTROL AND TO PERFORM THE WORK WITH GOOD WORKMANSHIP AND IN CONFORMANCE WITH THE CONTRACT DOCUMENTS. IF APPLICABLE, THE CONTRACTOR MUST PROVIDE SAFE ACCESS TO ALL AREAS REQUIRING INSPECTION. ry 1. Its- 1. THIS DRAWING IS NOT CARRIED OUT FOR THE OWNERICONTRACTOR'S BENEFIT, NOR DOES IT MAKE THE RENG. THE GUARANTOR OF THE OWNER/CONTRACTOR'S WORK. IT REMAINS THE OWNER/CONTRACTOR'S RESPONSIBILITY TO PROVIDE HIS/HER OWN QUALITY CONTROL AND TO PERFORM THE WORK WITH GOOD WORKMANSHIP AND IN NF CO ORMITY WITH THE REQUIREMENTS IN THIS DRAWING. IN ADDITION, THIS STRUCTURAL DRAWING DOES NOT REPRESENT DETAILED INSPECTION AND ANALYSIS OF THE EXISTING BUILDING STRUCTURE - IT IS INTENDED TO PROVIDE DESIGNS BASED ON THE FIELD OBSERVATIONS ONLY AND IS TO BE RELIED UPON AS SUCH. 2. NOTE THAT THIS IS A STRUCTURAL DESIGN ONLY. ARCHITECTURAL, MECHANICAL, & ELECTRICAL ASPECT ARE NOT INCLUDED IN OUR SERVICES. USE OF OUR DRAWINGS IS DEEMED ACCEPTANCE OF OUR TERMS WHICH LIMIT OUR LIABILITY TO THE AMOUNT OF OUR FEES. EX. BUILDING FOUNDATION FOOTING 15M (#5) x 27" LG. THREADED ROD OR REBAR Gw HILTI ADHESIVE MORTAR HIT HY 200-R OR EQUIVALENT (SEE MANUFACTURER'S INSTRUCTION OR SPEC. FOR INSTALLATION DETAILS) NEW CONIC. WALL TO EX. CONIC, WALL CONNECTION DETAILS SCALE: N.T.S. 6.5 H1 SIMPSON STRONG -TIE ROOF TRUSS TIES ON EVERY SINGLE TURSS (TYR) ii I EX. GROUND I f a1 MIN. 3" THK. Y4" CLEANED GRAVEL COMPACTED AS REQUIRED (TYP.) PRE-FAB ROOF TRUSS 12-/''�j�... BY OTHER 2x4 @ 16" Gc INTERIOR PARTITION WALL (TYR) 2x6 HOR. BLOCKING @ MID HEIGHT (TYP-) 2x10 @ 16" c(c NEW FLOOR JOISTS 4x10 ADDITIONAL SUPPORT BEAM (Wy�k SECTION DETAILS 502 S03 SCALE: Y4"=1'-0" 2x6 @ 16" Gc EXTERIOR WALL (TYR) I nln-rGc• 1. THIS DRAWING IS NOT CARRIED OUT FOR THE OWNER/CONTRACTOR'S BENEFIT, NOR DOES IT MAKE THE RENG. THE GUARANTOR OF THE OWNER/CONTRACTOR'S WORK. IT REMAINS THE OWNER/CONTRACTOR'S RESPONSIBILITY TO PROVIDE HIS/HER OWN QUALITY CONTROL AND TO PERFORM THE WORK WITH GOOD WORKMANSHIP AND IN CONFORMITY WITH THE REQUIREMENTS IN THIS DRAWING. IN ADDITION, THIS STRUCTURAL DRAWING DOES NOT REPRESENT A DETAILED INSPECTION AND ANALYSIS OF THE BUILDING STRUCTURE - IT IS INTENDED TO PROVIDE A CONCISE SUMMARY OF THE FIELD REVIEW & RECOMMENDATIONS BASED ON THE FIELD OBSERVATIONS ONLY AND IS TO BE RELIED UPON AS SUCH, 2. ALL EXISTING DIMENSIONS ARE APPROXIMATE AND NEED TO BE VERIFIED ON SITE OR REFER TO THE BLUE PRINT OR AS -BUILT DRAWINGS. 3. ALL THE PROPOSED MEASUREMENTS SHALL BE VERIFIED ON SITE PRIOR TO INSTALLATION. NOTIFICATION MUST BE GIVEN TO THE ENGINEER FOR APPROVAL FOR ANY MEASUREMENT CHANGE PRIOR TO CONSTRUCTION. 4. NOTE THAT THIS IS A STRUCTURAL DESIGN FOR THE MAIN FLOOR BACK ADDITION ONLY. ARCHITECTURAL, MECHANICAL, & ELECTRICAL ASPECT REVIEWS ARE NOT INCLUDED IN OUR SERVICES. USE OF OUR DRAWINGS IS DEEMED ACCEPTANCE OF OUR TERMS WHICH LIMIT OUR LIABILITY TO THE AMOUNT OF OUR FEES. �-P ,I 2x6 i 16" GotP y4'4 4X6 DECK SIDE BEAM �� ATE Xjj @ e *o EXTERIOR WALL - P.T. DECK �P-) T SUPPORT 2x10 . @ rya 52561 .1 2x4 @ 16" Gc INTERIOR NEWCK JOISTS Ox, keclsri.Rvc�t$ PARTITION WALL 2x10 P.T. RIM JOIST clw Fs 2X10 SOLID STONAll RYP) LZSC BLDOCK NGS AT 4x4 POST- a a AT MID WFY LOCATIONS 2x10@16"GcN 4x10ADDITIONAL 1)j))j ,. -, :2,, APPROVED %[/7y%����/tu, 2-() FLOOR JOISTS SUPPORT BEAM ' t 1 7 ' ' . y SIMPSON POST �a__. • 1- _Z: __ SADDLE P. v;yi.:�r1�'Iv vQlaAAi{11�`+rl�" r1I'C'T' r��4r4�.�t�i Al�t`4�rY{Ii!-X�'�,A i' EX. GROUND sranaai srWda �ama0meat cs comPainiand eornaywewa«otra I.nim mein be Ifill1l in a'uman i UAN ed Ra rd Pedf t' fPis U H Mhe Possbilyofh I-, neither her heyother party who has been -Wed in thepreparationor peblcaUon of m's wmtc elhents mat the Information coma nee here n is wilen,teeplet r o -�'7-J - - - - - - - - - `�"-'' �� Z �_ compMte, and merefore Lung Ergmeedng is not responsnle for any errors om ssions or � SSSIII '� for the result, shhhend from the use It- inioimaUon Readel- i n stage t to EX. CONIC. = " ne nm, themmm,atwn wmeeen Herein wim Omer sources. �\ 1'-4" FOUNDATION _/--.'......1 SEE DETAIL POST (TYP.)/! SIZE AS PER PLAN MARK I DESCRIPTION OF REVISIONS DATE B _ B SECTION DETAILS 502 S03 SCALE: Y4"=1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED DEC 18 2O19 City of Tukwila BUILDING DIVISION �0 ISSUED FOR CITY PERMIT SEPT. 10, 2019 15kLIANG ENGINEERING LTD. ARCHITECTURAL 8,STRUCTURAL COMMERCIAL 8r RESIDENTIAL Tel: 778-895-0848 / 604-700-3880 Email: liang.engineer'ing.abi@outlook.com PROJECT LOCATION #5615 SOUTH 150TH STREET, TUKWILA, WA CLIENT HOUSE'S MAIN FLOOR BACK ADDITION STRUCTURAL SPECIFICATIONS, TABLES, AND CROSS SECTIONS RECEIVED DRAWN BY CHECKED BY CITY OF T UKWILA SL FX OCT Q 0 2019 DRAWING No. DATE S01 SEPTEMBER 10, 2019 01qp0$%6 PEPNIJ1T CENTER SCALE SHEET I SIZE I REV AS SHOWN 1 OF 4 24x36 10 PROPOSED R• • PROPOSED ' ••' FRAMING REVIEWED FOR CODE COMPLIANCE APPROVED DEC 18 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWiLA OCT 0 8 2019 PEFRN11T CENTER NOTES: 1. THIS DRAWING IS NOT CARRIED OUT FOR THE OWNER/CONTRACTOR'S BENEFIT, NOR DOES IT MAKE THE P.ENG. THE GUARANTOR OF THE OWNER/CONTRACTOR'S WORK. IT REMAINS THE OWNER/CONTRACTOR'S RESPONSIBILITY TO PROVIDE HIS/HER OWN QUALITY CONTROL AND TO PERFORM THE WORK WITH GOOD WORKMANSHIP AND IN CONFORMITY WITH THE REQUIREMENTS IN THIS DRAWING. IN ADDITION, THIS STRUCTURAL DRAWING DOES NOT REPRESENT A DETAILED INSPECTION AND ANALYSIS OF THE BUILDING STRUCTURE - IT IS INTENDED TO PROVIDE A CONCISE SUMMARY OF THE FIELD REVIEW & RECOMMENDATIONS BASED ON THE FIELD OBSERVATIONS ONLY AND IS TO BE RELIED UPON AS SUCH. 2. ALL EXISTING DIMENSIONS ARE APPROXIMATE AND NEED TO BE VERIFIED ON SITE OR REFER TO THE BLUE PRINT OR AS -BUILT DRAWINGS. 3. ALL THE PROPOSED MEASUREMENTS SHALL BE VERIFIED ON SITE PRIOR TO INSTALLATION. NOTIFICATION MUST BE GIVEN TO THE ENGINEER FOR APPROVAL FOR ANY MEASUREMENT CHANGE PRIOR TO CONSTRUCTION. 4. NOTE THAT THIS IS A STRUCTURAL DESIGN FOR THE MAIN FLOOR BACK ADDITION ONLY. ARCHITECTURAL, MECHANICAL, & ELECTRICAL ASPECT REVIEWS ARE NOT INCLUDED IN OUR SERVICES. USE OF OUR DRAWINGS IS DEEMED ACCEPTANCE OF OUR TERMS WHICH LIMIT OUR LIABILITY TO THE AMOUNT OF OUR FEES. JN�!^ r. xU 4VYASl�I, tJ 4�.a fr: v OFj, �+Ec�SrtiR�'�yp�$ SS10NNA- c 11, 2,,g MIMS _1 10 5'-10' y STAIR 4x4 P.T. POST STRINGERS �I STRINGERS 44 P.T. POST CONTINUOUS FOR CONTINUOUS FOR DECK SIDE BEAM f _ DECK SIDE BEAM ez DN 4R 44 P.T, POST (TYP.) T_6" 9�-1Y2 4x4 P.T. PAST 44 P.T. POST 3 �4" 4x12 CONTINUOUS 43�4 CONTINUOUS FOR CONTINUOUS FOR DECK SIDE BF'M BEAM UNDER DECK DECK SIDE BEAM JOISTS 2x10 P.T. FIDOR JOIST @ 16" c/c 2-2x10 P.T. Gw x10 2x 0 2-2x10 P.T. LEDGER) 2x10 P.T. LEDGER c/w 2 ROWS MIN. RIM JOIST RIM JOIST %"0 LAG BOLTS @ MAX. 16" c/c 44 P.T. POST H2 H2 H2 H2 CONTINUOUS FOR DECK SIDE BEAM - .. _ .A .. 4x4 P.T. PQ�i' CONTINUOl/S FOR DECK SIDE BEAM 2x10 FLOOR JOIST @ 16" c/c 4x10 BEAM TO PROVIDE EXTRA SUPPORT FOR 2x10 JOISTS III APPROX APPROX.8'-1%" APPROX.7'-0Y2' 2'-7Y4" 4x4 SHORT POST (TYP.) 2x10 LEDGER c/w 2 ROWS MIN. V'0 LAG BOLTS @ MAX. 16" Gc - 4x4 SHORT POST (TYP.) �i EX. 6050 PROP. DINING ROOM -- EX. GUARDRAIL EX. FAMILY ROOM (NET AREA (NET AREA = APPROX. 202.4 SF) N APPROX. 329.9 SF) 7,_212., — EX. 2060 151, T-31'2 4'-0" 2 0"-101y---- i . ,, - EX. HALLWAY - (NET AREA = _ APPROX. 18.0 SF) DN EX. HANDRAIL -_TR - UP N o m 8R W X .' EX. LAUNDRY X W - — EX.CLOSET - (NET AREA = APPROX. 14.5 SF) EX. LIVING ROOM (NET AREA = APPROX, 382.6 SF) SCALE: Y4' = 1'-0" W ROOM W (NET AREA APPROX. 50.8 SF) I? EX EX. — EX. BATH - WASHER DRYER ; (NET AREA= APPROX. x 38.7 SF) W. EX. F.P. EX. ` H. W.T. EX. FURN. F2 - o F1 F1 ON 4R 2' r- -� T-6" L I— J 9 1�2 L �J F1 �)-�---F1 F� oI M) L -J L_ F1 � � F1 -- - .I r ---2'— — — — — — -- --� 4 IF i iSF11 �I< i NI 1� I i -.II III EX I 5� 41j2" q'-3�2� L � J ' 1 L— 1 J SEE DETAIL SEE DETAIL PROP. DINING ROOM -- EX. GUARDRAIL (NET AREA = APPROX. 202.4 SF) �o N ON EX. HANDRAIL - 7R -N UP" M 8R N W , EX. CLOSET - (NET AREA = APPROX. 14.5 SF) EX. LIVING ROOM (NET AREA = APPROX. 382.6 SF) LEGEND: 1 EX. WALL PROPOSED 2x4 PARTITION WALL 0 PROPOSED 2x6 EXTERIOR WALL EX. DOOR EX. WINDOW EX. FAMILY ROOM (NET AREA = APPROX. 329.9 SF) 1. THIS DRAWING IS NOT CARRIED OUT FOR THE OWNER/CONTRACTOR'S BENEFIT, NOR DOES IT MAKE THE RENG. THE GUARANTOR OF THE OWNER/CONTRACTOR'S WORK. IT REMAINS THE OWNER/CONTRACTOR'S RESPONSIBILITY TO PROVIDE HIS/HER OWN QUALITY CONTROL AND TO PERFORM THE WORK WITH GOOD WORKMANSHIP AND IN CONFORMITY WITH THE REQUIREMENTS IN THIS DRAWING. IN ADDITION, THIS STRUCTURAL DRAWING DOES NOT REPRESENT A DETAILED INSPECTION AND ANALYSIS OF THE BUILDING STRUCTURE - IT IS INTENDED TO PROVIDE A CONCISE SUMMARY OF THE FIELD REVIEW & RECOMMENDATIONS BASED ON THE FIELD OBSERVATIONS ONLY AND IS TO BE RELIED UPON AS SUCH. 2. ALL EXISTING DIMENSIONS ARE APPROXIMATE AND NEED TO BE VERIFIED ON SITE OR REFER TO THE BLUE PRINT OR AS -BUILT DRAWINGS. 3. ALL THE PROPOSED MEASUREMENTS SHALL BE VERIFIED ON SITE PRIOR TO INSTALLATION. NOTIFICATION MUST BE GIVEN TO THE ENGINEER FOR APPROVAL FOR ANY MEASUREMENT CHANGE PRIOR TO CONSTRUCTION. 4. NOTE THAT THIS IS A STRUCTURAL DESIGN FOR THE MAIN FLOOR BACK ADDITION ONLY. ARCHITECTURAL, MECHANICAL, & ELECTRICAL ASPECT REVIEWS ARE NOT INCLUDED IN OUR SERVICES. USE OF OUR DRAWINGS IS DEEMED ACCEPTANCE OF OUR TERMS WHICH LIMIT OUR LIABILITY TO THE AMOUNT OF OUR FEES. _ --- EX. HALLWAY �IjIF XU _ (NET AREA APPROX. 18.0 SF)I„ 4'-0" ,.._ 52767 FV. Gt.Slti t�, _.., �• Uti� iv m m H.W.T. W x ," EX. LAUNDRY x W W'rL ROOM._ (NET AREA = 1 _ EX _ APPROX. 50.8 SF) FURN EX.2468� UMGENGINEERING LTD. be, eb kdwhesource ' EX. EX. efions to Mande informal on Ihat is complete a,d gen - EX. BATH 'WASHER DRYER _ o standams aowpled at lne thne of pebbcahon Hee- — (NET AREA _ -_-- K. e r, nether not any olhet patty whehas been —I, ms woo Weems that the uIR-11-coma nea here APPROX, - _ complete.andtherefore Liang Eng neenng'snotmsp W- 33.7 SF) " - fof the reamlls obtained ftom the use of sach'efom,ati, eelfin the infennahon mwbimed herein with other so 9,_2„ 5'49 " T-01"2 MARK DESCRIPTION OF REVISI -N EX. GARAGE (GROSS AREA - APPROX. 528.0 SF) I - EX. POST ----------- O` r N EX.8070 - -- EX.8070 8'-3„ ;1'-3'', 8'-3" PROPOSED FOUNDATION PLAN SCALE: Y4' = 1'-0" C)Ii*05206 REVIEWED FOR BODE COMPLIANCE APPROVED DEC 18 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF I Ii WIL A OCT 0 E 2019 PERMIT CENTER 2x6 WALL STUD DETAILED ROOF ASSEMBLY SEE ARCH. PLYWOOD SHEATHING 2x6 STUDS @ 16" c/c U.N.O. CONN @ SILL (WOOD): 2x6 STUDS @ 16" 0/c U.N.C. CONN @ SILL (WOOD): Y8"0 ANCHOR BOLTS @ 48" O/C Y' PLYWOOD (NAILING 3" COMMON NAILS @ 8" do 3" COMMON NAILS @ 8" etc 8" MIN. EMBEDMENT DETAILS SEE DRAWING U.N.O. IN SHEARWALL U.N.O. IN SHEARWALL S01-TABLE 4) SCHEDULE SCHEDULE 2x6 TREATED 2-15m TOP HOR. REINF. (TYP.) TJI RIM JOIST OR 2x RIM JOIST TJI RIM JOIST OR 2x RIM JOIST BOTT. PLATE 15m @ 18" Gc VERT. DOWEL AND BLOCKING AND BLOCKING (ONLY FOR EXTERIOR WALLS) (ONLY FOR EXTERIOR WALLS) 15m @ 24" Gc TJI RIM JOIST OR 2x RIM JOIST Ya" FLOOR SHEATHING TJI RIM JOIST OR 2x RIM JOIST Y4' FLOOR SHEATHING FINISHED GRADE 18 (AS PER JOIST SIZE ON PLAN) FA CLIPS @ 16" do (AS PER JOIST SIZE ON PLAN) FA CLIPS @ 16" c/c 10" (ONLY FOR SHEARWALLS) (ONLY FOR SHEARWALLS) 8 4" CONC. SLAB RAN W WF BLOCK TO PLATE CONNECTION: BLOCK TO PLATE CONNECTION: MIN. 6x6-10110 TYP. U.N.O. 3" COMMON NAILS @ 12" c/c U.N.O. 3" COMMON NAILS @ 8" Gc U.N.O. FLOOR JOISTS / CEILING -- PRE-FAB. TRUSSES (SIZE SEE PLAN VIEW) BY OTHERS EDGE NAILING (TYP.) EDGE NAILING (TYP.)- per. H1 SIMPSON STRONG -TIE 2x4 EDGE PLATE ROOF TRUSS TIES ON EVERY ? w p 6 MIL. POLY SINGLE TURSS (TYP.) 2x6 STUDS @ 16" c/c U.N.O. 2x6 STUDS @ 16" Gc U.N.O. TJI OR LUMBER CO WVAPOR BARRIER 2-2x6 WALL TOP PLATE ALIGN UNDER FRAMING FLOOR JOIST (SIZE SEE PLAN VIEW) ALIGN UNDER FRAMING BLOCKING @ MAX. • • • ` SIZE SEE 48" C.C. (SEE PLAN 10m HOR. REINF: DRAWING FOR JOIST SIZE) AS PER TABLE #1, S01 S1-TABLE 1 & 2 2x6 WALL STUD _ -. Yp" PLYWOOD SEISMIC STRAP SEE PLAN SEISMIC STRAP (TYPE SEE PLAN) X (NAILING DETAILS 15m VERT. DOWEL MIN. 5" COMPACTED SEE DRAWING NOTE: ALL NAILS TO BE 3" COMMON NAILS NOTE: ALL NAILS TO BE 3" COMMON NAILS @ 18" c/c (ALTERNATE LEG GRANULAR S01-TABLE 5) ORIENTATION)SIZE SEE UNDISTURBED SOIL DWG. S1-TABLE 1 & 2 DETAILED EXTERIOR WALL ROOF SECTION JOISTS PERPENDICULAR TO WALL r3_1 AL FOUNDATION DETAILS ASSEMBLY SEE ARCH. �11TYPICAL 2 _r4_-TYPI SCALE: N.T.S. SCALE: N.T.S.%SCALE: N.T.S. �JSCALE: N.T.S. 12X6 STUD Yz' PLYWOOD (NAILING DETAILS SEE DRAWING S01-TABLE 5) %"0 ANCHOR BOLTS @ 48" O/C 8" MIN. EMBEDMENT (TYP.) 2-15M HOR. TOP REINFORCEMENT (TYP.) FINISHED GRADE (SEE ARCH.) • %" PLYWOOD OR AS PER MANUFACTURER'S INSTRUCTION (NAILING DETAILS SEE DRAWING 2-1Y2 x117/8 LSL OR S01-TABLE 04) 2x12 OR 2x10 FINISH GRADE (SEE PLAN) Yz' PLYWOOD (NAILING DETAILS SEE DRAWING S01-TABLE 5) MAX. 5' c/c SPACING O!O/0 ANCHOR BOLTS 48" C 8" MIN. EMBEDMENT (TYP.) 2-15M HOR. TOP REINFORCEMENT (TYP.) FINISHED GRADE (SEE ARCH.) 2X6 STUD Y4" PLYWOOD OR AS PER MANUFACTURER'S INSTRUCTION (NAILING DETAILS SEE DRAWING 1Y2 x11Y8 LSL OR S01-TABLE 4) 2x12 OR 2x10 FINISH GRADE (SEE PLAN) (SEE ARCH.) APPROVED SIMPSON POST SADDLE (WET SET) FLOOR JOIST (SIZE AS PER PLAN VIEW) TJI OR 2x BLOCKING @ 48" C.C. OR AS PER MANUFACTURER'S INSTRUCTION P.T. 2x8 6" ROCK COVER / FINISHED GRADE SEE DRAWING S01-TABLE 1 TO 4 [1- HOR. REINFORCEMENT (SEE ARCH.) FOR REINFORCEMENT DETAIL - - 4" DRAIN PIPE • 15M @ 24" (TYP. U.N.0) SEE GEOTECHNICAL . - REPORT 6 MIL POLY VAPOR • . �BARRIER 3" COMPACTED GRANULAR ,�- CLR. FOUNDATION TO FLOOR JOIST DETAILS (PARALLEL) llf�SCALE: N.T.S. 8„ MIN, 5" COMPACTED GRANULAR (TYP.) DWG. S01 TABLE 1 & 2 UNDISTURBED SOIL FOUNDATION TO FLOOR JOIST DETAILS (PERPENDICULAR) %SCALE: N.T.S. 3" NAILS FOR 2 PLY 6" NAILS 5" NAILS FOR 3 PLY 1Yi' 1Yz" 6" NAILS FOR 4 PLY 1Yi' 1Yz" + + 4;/, + + NAILED CONNECTION - 3 ROWS 3Yi' COMMON WIRE @ 12" O.C. _ - m � - ro � + + + in17in 1Ya" 1Ya''1Ya" 1Y4'�3� 1Y4'�1'4° 2T04 PLY z' FOR 2 PLY 2 TO 4 PLY 1 �" 3Yz 3Ya" FOR 3 PLY 2 PCS 1 Y4' 3 PC S 1%" 1 PC 1 q" 1 PC 3Yz° " OR 21&" 5" FOR 4 PLY 1 PC 3Yz" OR 2 PCS 1Y4' 2x4 COLUMNS 2x6 COLUMNS 1 PC 2'&" WITHIN WALLS ATYPICAL MULTIPLE MEMBER BEAMS ip TYPICAL MULTIPLE MEMBER COLUMNS 1" = 1'-0" �- FLOOR JOIST TJI OR 2x (SIZE SEE PLAN VIEW) BLOCKING @ MAX. 5' c/c P.T. 2x8 SPACING HOR. REINFORCEMENT 15M @ 24" (TYP. U.N.0) SEE DRAWING S01 TABLE 1 TO 4 FOR REINFORCEMENT DETAILS 4" CONC. SLAB R/W WWF 6x6-10/10 TYP. U.N.O. 1" = 1'-0" 2x6 WALL STUD OR P.T. POSTS AS PER PLAN 3-15m VERT. DOWEL 8 NOTES: 1. THIS DRAWING IS NOT CARRIED OUT FOR THE OWNER/CONTRACTOR'S BENEFIT, NOR DOES IT MAKE THE P.ENG. THE GUARANTOR OF THE OWNER/CONTRACTOR'S WORK. IT REMAINS THE OWNER/CONTRACTOR'S RESPONSIBILITY TO PROVIDE HIS/HER OWN QUALITY CONTROL AND TO PERFORM THE WORK WITH GOOD WORKMANSHIP AND IN CONFORMITY WITH THE REQUIREMENTS IN THIS DRAWING. IN ADDITION, THIS STRUCTURAL DRAWING DOES NOT REPRESENT A DETAILED INSPECTION AND ANALYSIS OF THE BUILDING STRUCTURE - IT IS INTENDED TO PROVIDE A CONCISE SUMMARY OF THE FIELD REVIEW & RECOMMENDATIONS BASED ON THE FIELD OBSERVATIONS ONLY AND IS TO BE RELIED UPON AS SUCH. 2. ALL EXISTING DIMENSIONS ARE APPROXIMATE AND NEED TO BE VERIFIED ON SITE OR REFER TO THE BLUE PRINT OR AS -BUILT DRAWINGS. 3. ALL THE PROPOSED MEASUREMENTS SHALL BE VERIFIED ON SITE PRIOR TO INSTALLATION. NOTIFICATION MUST BE GIVEN TO THE ENGINEER FOR APPROVAL FOR ANY MEASUREMENT CHANGE PRIOR TO CONSTRUCTION. 4. NOTE THAT THIS IS A STRUCTURAL DESIGN FOR THE MAIN FLOOR BACK ADDITION ONLY. ARCHITECTURAL, MECHANICAL, & ELECTRICAL ASPECT REVIEWS ARE NOT INCLUDED IN OUR SERVICES. USE OF OUR DRAWINGS IS DEEMED ACCEPTANCE OF OUR TERMS WHICH LIMIT OUR LIABILITY TO THE AMOUNT OF OUR FEES. HORIZONTAL REBARS (TYP.) 8., EX. 4" CONC. SLAB OR EX. z FINISHED GRADE 15M SHAPED CORNER 12"L ER BARS 12" G. VERTICAL EACH END REBARS (TYP.) - @ MAX. 12" c/c - .31E Xtj Z O, NVAS1141. e V5, • • SIZE SEE a 1r 15m HOR. REINF. EACH WAY DRAWING = a (AS PER TABLE #1, S01) - St -TABLE 1 .' • - • •° O.o� 4*1" emvl` N" x� SSI€)NAl 3-15m VERT. y DOWEL MIN. 4" COMPACTED GRANULAR UNDISTURBED SOIL DWG. S1-TABLE 1 L.IMG ENGINEERING LTD. h-rhed—the"urzE M INTERIOR ISOLATED FOOTING DETAILS SCALE: N.T.S. MIN. 2'-0" OR TO SEE S01 FOR LAP LENGTH REQUIRE MIN. 2'-0" OR TO SEE S01 FOR LAP LENGTH REQUIREMENT CONC. FOOTING OR FOUNDATION WALL HORIZONTAL REINFORCING jjLAP AT CORNER & INTERSECTIO SCALE: N.T.S. 15m @ 12" Gc HOR. HOOK DIRECTION TO ALTERNATIVE CORNER REINFORCEMENT FOR EXTERIOR WALL FOUNDATION SCALE: N.T.S. SEE PLAN FOR SIZE AND REINFOR ZUEUT REVIEWED FOR CODE COMPLIANCE APPROVED DEC 18 2019 LCity Of Tukwila UILDING DIVISION MAX. ALLOWABLE SLOPE 1 2 12 STEPPED FOOTING DETAIL (PARALLEL FOOTING) —SCALE: N.T.S. RECEIVED CITY Or TU' Wi! A OCT 0 0 2019 PERN11T CENTER GENERAL 1. STRUCTURAL DRAWINGS ARE TO BE READ IN CONJUNCTION WITH THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS, ETC., FOR DETAILED DIMENSIONS OF DOORS, WINDOWS AND DUCT OPENINGS, REBATES, CHASES, NAILERS, ETC. 2. THE CONTRACTOR SHALL COMPARE ALL STRUCTURAL DRAWINGS WITH THE ARCHITECTURAL DRAWINGS AND SHALL CHECK AND VERIFY ALL DIMENSIONS BEFORE COMMENCING WITH THE WORK. ANY DISCREPANCIES NOT REPORTED TO THE ARCHITECT FOR CLARIFICATION WILL BECOME THE RESPONSIBILITY OF THE CONTRACTOR, 3, THE CONTRACTOR SHALL RETAIN A PROFESSIONAL ENGINEER FOR THE DESIGN AND INSPECTION OF SHORING AND CONCRETE FORM WORK. UNDERPIN WHERE NECESSARY ANY EXISTING STRUCTURE AND PROVIDE ALL BRACING, SHORING, ETC., TO SUPPORT ADJOINING SOIL, FLOORS, WALLS, ETC. AS REQUIRED TO RETAIN ALL WORK IN PLACE AND PREVENT TEMPORARY OVER STRESSING OF THE STRUCTURE. 4. EXCAVATION SHALL NOT BE STARTED WITHOUT THE PRIOR NOTIFICATION AND EMPLOYMENT BY THE CONTRACTOR OF A PROFESSIONAL GEOTECHNICAL ENGINEER WHO SHALL DISCUSS AND ADVISE ON THE EXCAVATION METHODS AND PRECAUTIONS TO BE FOLLOWED. THE SUPERVISION OF THE EXCAVATION, DESIGN AND CONSTRUCTION OF ANY SHORING THAT MAY BE REQUIRED SHALL BE THE RESPONSIBILITY OF THE GEOTECHNICAL ENGINEER, 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADEQUATELY PROVIDING THE COMPONENTS THAT MAY BE NECESSARY FOR CONSTRUCTION SAFETY AND THE DESIGN AND ERECTION OF ALL TEMPORARY STRUCTURES. 6. DESIGN LOADS LOAD -GROUND SNOW (Pg) 20 PSF -RAIN FACTOR (Pr) 5 PSF -ROOF SNOW: 25 PSF MINIMUM SNOW LOAD REQUIREMENT FOR STATE OF WASHINGTON -LIVE LOAD: 40.0 PSF -SEISMIC AND WIND FORCES: THIS BUILDING HAS BEEN DESIGNED FOR WIND AND SEISMIC LOADING IN ACCORDANCE WITH BUILDING CODE 2015 OF WASHINGTON STATE. Ss = 1 A7, S1 = 0,549, Sms = 1.47, Smt = 0.824, SDS = 0.98, SD1 = 0.649, Fa =1.0, Fv = IS SDC = D PGA = 0.608 Id =1.0 qz = 18.4 PSF W = 1.0 7. PRIOR TO POURING ANY CONCRETE OR OTHERWISE CONCEALING ANY STRUCTURAL ELEMENTS, THE CONTRACTOR SHALL NOTIFY THE ENGINEERT IN REASONABLE TIME IN ORDER TO INSPECT THE CONDITIONS OF THE WORK. FOUNDATIONS 1. THE FOUNDATIONS HAVE BEEN DESIGNED FOR THE FOLLOWING ASSUMED ALLOWABLE BEARING PRESSURE: STRIP FOOTINGS 1500 PSF ISOLATED FOOTINGS 1500 PSF 2. BEARING SURFACES MUST BE INSPECTED AND APPROVED BY THE GEOTECHNICAL ENGINEER IMMEDIATELY BEFORE FOOTING CONCRETE IS POURED. 3. NO BACK FILLING IS TO BE DONE UNTIL WALLS ARE 14 DAYS OLD AND GROUND FLOOR SLAB IS INSTALLED. BACK FILL EXTERIOR WALLS WITH A CLEAN, GRANULAR, FREE DRAINING MATERIAL. 4. NO EXCAVATION SHALL PROCEED BELOW THE LEVEL OF ADJACENT FOOTINGS WITHOUT THE APPROVAL OF THE ENGINEER. 5. FOOTINGS ARE TO BE CENTERED UNDER COLUMNS AND WALLS UNLESS OTHERWISE SHOWN. STEPS IN FOUNDATIONS TO BE 1'4' HIGH MAXIMUM AND 2'4' LONG MINIMUM (SEE TYPICAL DETAILS). 6. FOOTINGS MAY HAVE TO BE LOWERED TO ACCOMMODATE MECHANICAL OR ELECTRICAL SERVICES, CO-ORDINATE THIS WITH MECHANICAL AND ELECTRICAL DRAWINGS. 7. DEPTH OF THE FROST PENETRATION SHALL BE MINIMUM 18" DEEP. CONCRETE AND REINFORCING 1. REFERENCE STANDARDS ACI MANUAL FOR STD. PRACTICE FOR DETAILING ACI 347. RECOMMENDED PRACTICE FOR CONC. FORMWORK 2. REINFORCING STEEL SHALL CONFORM TO THE REQUIREMENTS OF RELEVANT STANDARD AND SHALL BE NEW BILLET STOCK OF THE FOLLOWING STRENGTHS: SMALLER THAN 10M MINIMUM YIELD POINT: 300 MPa 10M AND LARGER MNIMUM YIELD POINT: 400 MPa 3, CONCRETE SHALL BE 30 MPa AT 28 DAYS AND TYPE 50 CEMENT. CONCRETE CLEAR COVER SHALL BE 3" IF CONCRETE CAST R PERMANENTLY EXPOSED TO EARTH DIRECTLY AGAINST EARTH O E , AND 2" FOR ALL OTHER LOCATIONS. 4. IF APPLICABLE, CONTRACTOR SHALL ARRANGE FOR THE TAKING AND THE TESTING OF 100 x 200 mm CONCRETE CYLINDERS BY AN INDEPENDENT TESTING LABORATORY APPOINTED BY THE OWNER AND COPIES OF ALL CONCRETE TEST REPORTS TO BE SENT TO REND. 5. EMBEDMENT OF DOWELS WHERE EMBEDMENT DIMENSIONS ARE CALLED FOR, SUCH DIMENSIONS SHALL APPLY. 6. SPLICES FOR REINFORCEMENT WELDED OR MECHANICAL SPLICES MAY BE USED FOR ALL BARS PROVIDED THAT: A.SPLCE ALTERNATE BARS TO A MAXIMUM OF'/s THE TOTAL BAR GROUP AT ANY ONE POINT. THE MINIMUM DISTANCE BETWEEN SPLICES ON ALTERNATE BARS TO BE 40 BAR DIAMETERS. B. ALL LAPPED SPLICES TO BE AS PER THE FOLLOWING UNLESS OTHERWISE SHOWN ON THE DRAWINGS: LAP LENGTH IN INCHES BAR COMPRESSION CLASS "B" TENSION SPLICE SIZE SPLICE 20 25 30 35 40 MPa MPa MPa MPa MPa 10M - 14" 14" 14" 14" 14" 15M 18" 20" 20" 20" 20" 20" 20M 2W 26" 24" 24" 24" 23" C.FOR TENSION SPLICES IN MEMBERS OTHER THAN SHEAR WALLS. SPLICE NO MORE THAN 50% OF THE BARS AT ANY ONE LOCATION OR USE A CLASS "C" SPLICE. (U.N.O.) CLASS "C" SPLICE LENGTH BAR 20 25 30 35 40 SIZE MPa MPa MPa MPa MPa 10M 18" 18" 18" 18" 18" 15M 25" 25" 25" 25" 25" 20M 34. 31" 3T 30" 30" TABLE 1: ISOLATED FOOTINGS SIZE THICKNESS REINFORCEMENT F1 1.4. x V-6" 10" 3.15 M EACH WAY BOTT. F2 2'-0" x T-0" 10" 3-15 M EACH WAY BOTT. STRIP FOOTING SIZE THICKNESS REINFORCEMENT SF1 1'4" 10"HOR. BOTT. TABLE 2: HORIZONTAL DIAPHRAGM SCHEDULE SHEATHING SHEATHING EDGE NAILING SHEATHING FIELD NAILING ROOF %' PLYWOOD 2Y2" NAILS @ 6" O/C 1Y" NAILS @ 12" O/C FLOOR %a" PLYWOOD 3" NAILS @ 6" O/C 3" NAILS @ 12" O!C SHEAR WALL SCHEDULE SHEATHING SHEATHING EDGE NAILING SHEATHING FIELD NAILING SWt Y2" PLYWOOD 3" (10d) NAILS @ 6" O/C W (10d) NAILS @ 12" O/C SW2 Yz" PLYWOOD 3" (10d) NAILS @ 4" O/C 3" (10d) NAILS @ 8" O/C SW3 Y" PLYWOOD 3" (10d) NAILS @ 3" O/C Y (10d) NAILS @ 6" O/C SW4 Y " PLYWOOD 3" (10d) NAILS @ 2" O/C 3" (10d) NAILS @ 4" O/C TABLE 3: SIMPSON STRAP & HOLDDOWN SCHEDULE ITEM FASTENERS ANCHOR H1 MSTA36 24-10d NA H2 HDU5-SDS2.5 14-SDS Y4"x2Y2" % SAWN LUMBER 1. ALL SAWN LUMBER HAS BEEN DESIGNED TO CSA-086.01 AND THE CONTRACTOR MUST ENSURE THAT ALL MATERIALS COMPLY WITH THE MATERIAL STANDARDS REFERENCED IN THIS STANDARD. 2. FRAMING LUMBER SHALL BE WELL SEASONED AND TO BE OF THE FOLLOWING GRADES UNLESS NOTIFIED OTHERWISE: A.STUDS SPF STUD GRADE NO.2 OR BETTER B. JOISTS H.FIR NO.2 OR BETTER OBUILT-UP BEAMS H.FIR NO.2 OR BETTER D.LINTELS & HEADERS H.FIR NO.2 OR BETTER E. TOP & BOT. PLATES DTIR NO.3 OR BETTER F. FREE STANDING COLS. DYIR NO.2 OR BETTER 3. SHEATHING SHALL BE OF THE FOLLOWING TYPES UNLESS NOTED OTHERWISE: A.FLOOR SHEATHING l" STANDARD SPRUCE PLYWOOD B. SLOPED ROOF SHEATHING '/:" STD. SPRUCE OR DEB (JOISTS @ 24" O.C.) C.EXTERIORWALLS Yi'OSB D.INTERIOR WALLS WOES ALL PANELS TO BE LAID STAGGERED. FLOOR AND ROOF PANELS TO BE FASTENED TO SUPPORTS WITH 2 W COMMON NAILS AT 6" O.C. ALONG PANEL EDGES AND AT 12" O.C. AND ALONG INTERMEDIATE SUPPORT"S. FOR WALL SHEATHING EDGE NAILING, SEE PLANS FOR NAILS AND NAILNG PATTERNS (PROVIDE NAILS AT 12" O.C. ALONG INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE). PROVIDE SOLID BLOCKING ALONG SIDES OF EACH SHEET WHEN PANELS ARE LAID HORIZONTALLY. 4. STUDS SUPPORTING BEAMS SHALL HAVE AT LEAST THE SAME NUMBER AND/OR SAME WIDTH AS THE BUILT-UP BEAMS OR SOLID BEAMS. 5. APPROVED JOIST HANGERS TO BE USED AT FLUSH CONNECTIONS. APPROVED CONNECTORS SHALL BE USED FOR POST AND BEAM CONNECTIONS AND POST BASE CONNECTIONS. 6. LINTELS AND HEADERS TO BE MINIMUM 2-PLY 2X10 UNLESS NOTED OTHERWISE. TYPICAL OVER DOORS, WINDOWS, AND OTHER OPENINGS ETC. 7. JOISTS TO BE DOUBLED UP AROUND OPENINGS U.N.O. 8. BUILT-UP WALL STUDS / BEAMS OR OTHERWISE SHALL BE NAILED AS FOLLOWS: 2 X 4 STUDS 1 ROW STAG. @ 8" O/C 2 X 6 STUDS 2 ROWS @ 8" 01C 2 X 10 BUILT-UP 3 ROWS @ 8" 0/C USE 3", 4" AND 6" NAILS FOR 2 PLY, 3 PLY AND 4 PLY COLUMNS RESPECTIVELY 9. STUD BEARING WALL SCHEDULE LEVEL SIZE AND MAXIMUM SPACING UPPER TO ROOF EXTERIOR 2 x 6 @ 16" U.N.O. INTERIOR LOAD BEARING WALL: 2 x 6 @ 16" U.N.Q. MAIN TO UPPER EXTERIOR 2 x 6 @ 16" U.N.O. INTERIOR LOAD BEARING WALL: 2 x 6 @ 16" U.N.O. BASEMENT TO MAIN EXTERIOR 2 x 6 @ 15" U.N.O. INTERIOR LOAD BEARING WALL: 2 x 6 @ 12" U.N.O. ALSO SEE ARCHITECTURAL DRAWINGS FOR WALL SCHEDULE INFO. 10. ALL DRILLED HOLES LARGER THAN W DIAMETER SHALL BE PRE -APPROVED BY THE ENGINEER. 11. ALL SUPPORTING STUDS FOR BEAMS AND GIRDERS SHALL BE CARRIED DOWN TO THE FOUNDATION LEVEL. 12. ALL TOP AND BOTTOM PLATES SHALL BE D.FIR NO.3 OR BETTER U.N.O. 13. EACH PLY OF BUILT-UP BEAMS (MAXIMUM 4 PLY U.N.O.) SHALL BE NAILED WITH 3 ROWS OF &T NAILS @ 12' O/C. 14. FOR ANCHORAGE OF WOOD FRAME STUD WALLS TO THE SUPPORTING CONCRETE STRUCTURE, USE D.FIR NO.3 OR BETTER BASE PLATES WITH THE FOLLOWS U.N.O.: %" DIA. @ 48" O.C. @ IN WALLS EXCEPT @ SHEAR WALL. PROVIDE EXTRA s/8' DIA. KWIK BOLTS AT EACH WALL END, CORNER AND JUNCTION. %' DIA. ANCHOR BOLT @ 32" Q.C. @ SHEAR WALL LOCATION UNLESS NOTED OTHERWISE IN SHEAR WALL SCHEDULE. FIELD REVIEW REND. PROVIDES FIELD REVIEW ONLY FOR THE WORK SHOWN ON THE STRUCTURAL DRAWINGS. THIS REVIEW IS A PERIODIC REVIEW AT THE PROFESSIONAL JUDGEMENT. THE PURPOSE OF THIS REVIEW IS TO ASCERTAIN THAT THE WORK IS IN GENERAL CONFORMANCE WITH THE PLANS AND SUPPORTING DOCUMENTS. AND TO FACILITATE COMPLETION OF THE LETTERS OF ASSURANCE REQUIRED BY BUILDING CODE REQUIREMENTS. FIELD REVIEW IS NOT CARRIED OUT FOR THE CONTRACTOR'S BENEFIT. NOR DOES IT MAKE RENG. GUARANTORS OF THE CONTRACTOR'S WORK. IT REMAINS THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE HIS OWN AND PERFORM THE WORK WITH GOOD WORKMANSHIP AND IN CONFORMANCE WITH T CONTRACT QUALITY CONTROLTO FO N H HE DOCUMENTS. IF APPLICABLE, THE CONTRACTOR MUST PROVIDE SAFE ACCESS TO ALL AREAS REQUIRING INSPECTION. DISCLAIMER 1. THIS DRAWING IS NOT CARRIED OUT FOR THE OWNER/CONTRACTOR'S BENEFIT, NOR DOES IT MAKE THE P.ENG. THE GUARANTOR OF THE OWNERlCONTRACTOR'S WORK. IT REMAINS THE OWNER/CONTRACTOR'S RESPONSIBILITY TO PROVIDE HIS/HER OWN QUALITY CONTROL AND TO PERFORM THE WORK WITH GOOD WORKMANSHIP AND IN CONFORMITY WITH THE REQUIREMENTS IN THIS DRAWING. IN ADDITION, THIS STRUCTURAL DRAWING DOES NOT REPRESENT A DETAILED INSPECTION AND ANALYSIS OF THE EXISTING BUILDING STRUCTURE - IT IS INTENDED TO PROVIDE DESIGNS BASED ON THE FIELD OBSERVATIONS ONLY AND IS TO BE RELIED UPON AS SUCH. 2. NOTE THAT THIS IS A STRUCTURAL DESIGN ONLY. ARCHITECTURAL, MECHANICAL, & ELECTRICAL ASPECT ARE NOT INCLUDED IN OUR SERVICES. USE OF OUR DRAWINGS IS DEEMED ACCEPTANCE OF OUR TERMS WHICH LIMIT OUR LIABILITY TO THE AMOUNT OF OUR FEES. EX. BUILDING FOUNDATION FOOTING e cnn 1s 1-I-. I ruoone-o.ono-- NEW CONC. WALL TO EX. CONC. WALL CONNECTION DETAILS SCALE: N.T.S. H1 SIMPSON STRONG -TIE ROOF TRUSS TIES ON EVERY SINGLE TURSS (TYP.) EX. GROUND MIN. 3" THK. %" CLEANED - GRAVEL COMPACTED AS REQUIRED (TYP.) 12 APPROX. &5 .- PRE-FAB ROOF TRUSS DESIGNED, MANUFACTURED, & INSTALLED BY OTHER 2x4 @ 16" c/c INTERIOR PARTITION WALL (TYP.) 2x6 HOR. BLOCKING @ MID HEIGHT (TYP.) 2x10 @ 16" c/c NEW FLOOR JOISTS 4x10 ADDITIONAL SUPPORT BEAM A_ A SECTION DETAILS ..' 02 503 SCALE: Y4'=V-0" D("" PRE-FAB ROOF TRUSS E I DESIGNED, MANUFACTURED, !/ & INSTALLED BY OTHER 2x6 @ 16" cle EXTERIOR WALL (TYP.) 2x4 @ 16" c/c INTERIOR=; PARTITION WALL i (TYP.) " 2x10 16c/c N @ 4x10 ADDITIONAL FLOOR JOISTS SUPPORT BEAM I J I _ _ _ _ _ -_I 6 I_ _ _ _ _ `J _ _ _ _ _ Z_io • . �.a,... _ _ _ _ _ - `•' L � EX. CONC. 1'-4" FOUNDATION C 4x4 P.T. SHORT SEE DETAIL POST (TYP.) 2x6 @ 16" c/c EXTERIOR WALL (TYP.) R APPROVED SIMPSON BEAM CAP (TYP.) 4x6 DECK SIDE BEAM 4x4 P.T.POST 4x12 P.T. DECK (TYR) JOIST SUPPORT 2x10 F. r. @ 16" c/c BEAM NEW DECK JOISTS 2x10 P.T. RIM JOIST c/w _2X10 SOLID ADDITIONAL 2xl0 SOLID BLOCKINGS AT 4x4 POST ID - LOCATIONS APPROVED SIMPSON POST SADDLE P. B B SECTION DETAILS 502 Sd3 SCALE: Y4'=V-0" APPROX. Q 0*' 0),Y 2, A // SIMPSON STRIP SHALL BE INSTALLED TO PROVIDE STRUCTURAL INTEGRITY IN BTW. THE UPPER AND LOWER POSTS (TYP.) SIZE AS PER PLAN TRUSS MENDING PLATE AS REQUIRED (TYP.) 21,4 ROOF TRUSS COMPONENTS (TYP.) . Ik REVIEWED ruR CODE COMPLIANCE APPROVED DEC 18 2019 City ,Df Tukwila BUILDING DIVISION RECEIVED Ci,�Y o, T UKWIL A OCT 0 0 2019 P E;=nIAT CENTER 0 1. THIS DRAWING IS NOT CARRIED OUT FOR THE OWNER/CONTRACTOR'S BENEFIT, NOR DOES IT MAKE THE P.ENG. THE GUARANTOR OF THE OWNER/CONTRACTOR'S WORK, IT REMAINS THE OWNER/CONTRACTOR'S RESPONSIBILITY TO PROVIDE HIS/HER OWN QUALITY CONTROL AND TO PERFORM THE WORK WITH GOOD WORKMANSHIP AND IN CONFORMITY WITH THE REQUIREMENTS IN THIS DRAWING. IN ADDITION, THIS STRUCTURAL DRAWING DOES NOT REPRESENT A DETAILED INSPECTION AND ANALYSIS OF THE BUILDING STRUCTURE - IT IS INTENDED TO PROVIDE A CONCISE SUMMARY OF THE FIELD REVIEW & RECOMMENDATIONS BASED ON THE FIELD OBSERVATIONS ONLY AND IS TO BE RELIED UPON AS SUCH, 2. ALL EXISTING DIMENSIONS ARE APPROXIMATE AND NEED TO BE VERIFIED ON SITE OR REFER TO THE BLUE PRINT OR AS -BUILT DRAWINGS, 3. ALL THE PROPOSED MEASUREMENTS SHALL BE VERIFIED ON SITE PRIOR TO INSTALLATION, NOTIFICATION MUST BE GIVEN TO THE ENGINEER FOR APPROVAL FOR ANY MEASUREMENT CHANGE PRIOR TO CONSTRUCTION. 4. NOTE THAT THIS IS A STRUCTURAL DESIGN FOR THE MAIN FLOOR BACK ADDITION ONLY. ARCHITECTURAL, MECHANICAL, & ELECTRICAL ASPECT REVIEWS ARE NOT INCLUDED IN OUR SERVICES. USE OF OUR DRAWINGS IS DEEMED ACCEPTANCE OF OUR TERMS WHICH LIMIT OUR LIABILITY TO THE AMOUNT OF OUR FEES. 5. THE ADDITION AND DECK ROOF PRE-FAB ROOF TRUSSES TO BE DESIGNED, MANUFACTURED, AND COMPLETED BY A ROOF TRUSS MANUFACTURER AND ITS STRUCTURAL INTEGRITY SHALL BE REVIEWED, VERIFY, AND APPROVED BY A ROOF TRUSS PROFESSIONAL IF DEEMED REQUIRED. LIANG ENGINEERING HAS NOT PROVIDED SUCH REVIEW AND APPROVAL AS PART OF THIS STRUCTURAL DESIGN. c,ZSIE XU.; oy�vas7yfL �.1F R@CtSTGg4. Oti..: �,oSS/'TONAt.I� RANG ENGINEERING LTD, has ehae ed with sources believed to be 10.14e In their lffWs to provide i1ranne ion that Is complete and generally In accordance Min the Stand- accepted at the time of publication. Howevef, in view of the possibility of human error, neither nor any other party who hes been Involved in the preparatlon or publication of this work -do that the information mat.lred herein is in every respect. -,at. or marinate, and therefore Hong Engineering Is not responsible far any errors or oMssions or for the results obialned from the use of such Inhear a fee. Readers are encouraged to Conner, the infomnaron dentaloed aerate with other sources. I MARK I DESCRIPTION OF REVISIONS I DATE �0 ISSUED FOR CITY PERMIT SEPT. 10, 2019 LIANG ENGINEERING LTD. ARCHITECTURAL & STRUCTURAL COMMERCIAL & RESIDENTIAL Tel: 778-895.0848 / 604-700-3880 Email: Jiang.engineering.abi@outlook.com PROJECT LOCATION #5615 SOUTH 150TH STREET, TUKWILA, WA CLIENT RICHARD LEPRAK HOUSE'S MAIN FLOOR BACK ADDITION STRUCTURAL SPECIFICATIONS, TABLES, AND CROSS SECTIONS DRAWN BY CHECKED BY SL FX S01 SEPTEMBER 10, 2019 SCALE SHEET I SIZE 70, AS SHOWN 1 OF 4 24x36 SCALE: Y4'=V-0"