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Permit D14-0320 - LAMB RESIDENCE - ADDITION
LAMB ADDITION 4251 S 139 ST D14-0320 -' Parcel No: Address: Project Name: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 1523049080 4251 S 139TH ST LAMB ADDITION DEVELOPMENT PERMIT Permit Number: D14-0320 Issue Date: 11/3/2014 Permit Expires On: 5/2/2015 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: LAMB RONALD A+NANCY SANDINE 4251 S 139TH ST, TUKWILA, WA, 98168 TODD POWELL Phone: (206) 423-2256 22211 MARINE VIEW DR S , DES MOINES, WA, 98198 POWELL BUILDERS INC Phone: (206) 824-8001 22211 MARINE VIEW DR, DES MOINES, WA, 98198 POWELBI949KD Expiration Date: 7/16/2016 OWNER FINANCED DESCRIPTION OF WORK: REMODEL OF EXISTING RESIDENCE TO INCLUDE 312 SF ADDITION. RENOATIONS INCLUDE CHANGES TO UPSTAIRS BATH, EXTENDING BEDROOM, BATHROOM, AND KITCHEN. Project Valuation: $148,220.00 Type of Fire Protection: Sprinklers: NO Fire Alarm: NO Type of Construction: VB Fees Collected: $3,282.28 Occupancy per IBC: R-2 Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: 125 Sewer District: VALLEY VIEW SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: 2012 2012 2012 2012 International Fuel Gas Code: WA Cities Electrical Code: WA State Energy Code: 2012 2014 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: lJA Date: (I-3-1/1 I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: Date: 1, (3 t \ � This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 5: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 6: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 7: All wood to remain in placed concrete shall be treated wood. 8: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 9: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 10: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 11: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 12: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 13: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 14: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 15: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 16: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0606 GLAZING 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 4046 SI-EPDXY/EXP CONC 0602 SLAB/FLOOR INSUL 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. i \4 — U !4) Project No. Date Application Accepted: 10 2I "1 Date Application Expires: Vti (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION ` King Co Assessor's Tax No.: Site Address: 425 ` S 1?-ftSliTi A4)1�to.l A 1;,9 Suite Number: Floor: Tenant Name: Qr j NtsAC New Tenant: ❑ Yes 1 .No PROPERTY OWNER Address:11VA s , V4A4444 City:7041, 0 0 State: 'It* 4 Zip: cAtom, CONTACT PERSON — person receiving all project communication Name:. c>aA ` en (12w1 Address: City:oo�','�,«c►ttt,C�n State: •ti IXZtpg Phone: ? Crs 15.97R;Fax: , 42. t . 1.W1 � Email: r Dn))dolma. gQe,,e,ie1.1-1notmofno/N GENERAL CONTRACTOR INFORMATION Company Name: all`,,Sj Address: 2:721, 5-1,100 _\I 101.3 S. City: r State: W � Zlpor i`4, Phone: Fax: Contr Reg No.: ' Exn Date: Tukwila Business License No.: r, vSr Mq-fr_212- H:\Applications\Foma-Applications On Line\2011 Applications\Permit Application Revised - 8-9.1 l.docx Revised: August 2011 bh ARCHITECT OF RECORD Company Name: �, /t 1 y (� IA \� 1-\ (� C ` 1-` 1'� N ct Architect Name: Address: c' i.A 2 - c�-N City;.�4-� ,A ^ State: \ n Zip A 7 t'� Phone: � +Fax: , lc2 .crig 1 z Email: ENGINEER OF RECORD --C (e. Company Name:1\C N. Z U--: Engineer Name: Address: City: ,.n(..51\100Q State: v 4\ Zip•cA$n Phone:2C r-/'9c--PA Faxii6�tC- '�'� f Y� L � , 9 G-7 7�, Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: o'v1?.._, Address: City: State: Zip: Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 1 5°1 Dc' Existing Building Valuation: $ Describe the scope of work (please provide detailed information): r / GxrereD , ' g-at add e, or "a Will there be new rack storage? ❑ Yes �.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1�` Floor //Existing 1 tl�q:r27 L1 7 3 (2 V — J c�.Fi? 2' Floor 7 ` q /O �C \ f , _ � 3`d Floor Floors thru Basement 1G2 Accessory Structure* Attached Garage Detached Garage S \ L /J Attached Carport Detached Carport Covered Deck ..--- Uncovered Deck V PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): L"/3i00, Floor area of principal dwelling: 3/7/ Floor area of accessory dwelling: / 74 *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: Standard: Will there be a change in use? ❑ Yes FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinlders ❑ Automatic Fire Alarm Compact: Handicap: No If"yes", explain: None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11 "paper including quantities and Material Saf ty Data Sheets. SEPTIC SYSTEM 1 ❑ On -site Se tic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Wpplications\For ns-Applications On Line\2011 Applications\Pennit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PERMIT 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 OWNER 0 Signature: Print Name: AGENT: Date: /0.3•* Day Telephone `7'2 z i Mailing Address: 4i7S / „! `� �f6*' or. ce,,D�ll/� City H:\Applications\Fours-Applications On Line\2011 Applcations\Pennit Application Revised - 8-9-11.docc Revised: August 2011 bh State Zip Page 4 of 4 Cash Register Receipt City of Tukwila Receipt Number R3455 DESCRIPTIONS PermitTRAK ACCOUNT I QUANTITY I PAID $2,029.01 D14-0320 Address: 4251 S 139TH ST Apn: 1523049080 $2,029.01 DEVELOPMENT $1,932.60 PERMIT FEE R000.322.100.00.00 0.00 $1,928.10 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $96.41 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R3455 R000.322.900.04.00 0.00 $96.41 $2,029.01 Date Paid: Monday, November 03, 2014 Paid By: TODD POWELL POWELL RENOVATIONS Pay Method: CREDIT CARD 003652 Printed: Monday, November 03, 2014 2:09 PM 1 of 1 CSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT I QUANTITY I PAID PermitTRAK $1,253.27 D14-0320 Address: 4251 S 139TH ST Apn: 1523049080 $1,253.27 DEVELOPMENT $1,253.27 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R3219 R000.345.830.00.00 0.00 $1,253.27 $1,253.27 Date Paid: Friday, October 03, 2014 Paid By: POWELL RNOVATIONS LLC Pay Method: CREDIT CARD 003605 Printed: Friday, October 03, 2014 8:35 AM 1 of 1 CSYSTEMS fC FI INSPECTION RECORD Retain a copy with permit `' 12 ION NO. PERMIT No. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Dpi-o320 Project 0 MOW A Type �� 9pection: Frmst I Address: /251' fc f 3? 1-k 51 Date Calibd: Special Instructions: �j�/' Date Wanted: $- 7/53.- /C a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. OM M ENTS: r Inspector: Dates -% REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit D I /- c3zd PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: /Aw dd 4 t Type of Inspection: Mh F iV4J Address: (12 -) 1394k s Date C Iled: Special Instructions: I 7 ii 0.,E yi erY) Date Wanted: 7-Z0-/6- a.m. p.m. Requester nQ/ �!/ Phone NV o: 206 7y3 6096 Approved per applicable codes. I:0Corrections required prior to approval. COMMENTS: v i%ri. Flue ( a a , ,,rin J,,,-,a%G l lus14In lz I. f Lt Qkn- + I 01-o & vv' ev4 r r of! Icrig„she.elii a d -ech 31' Phrg ii2W e g & Milim> /ZA,1 S ,rforfir ,aaira1 ,th rt3e. 3J"i0 3s. l/iy% otx- xvsi bi c/ lJ Inspector: 1 Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 %ItI-6326 Project: \ /� W `z -A elC L41,t�✓1 Ty je1off Inspection: . f3ICto ti l l Address: , 4726/ l ?c%YVI sr - D e Call d: Special Instructions: ?{/' Date Wanted: -/O-"/C a.m. p.m. Request% /` t/4-w Phone No: 2o(,'7 y3 & 6910 Approved per applicable codes. Corrections required prior to approval. COMMENTS: riA -P6 I5- cnii 11 j eve_ .a GC,t::1A.- pNor O Le' sd EK ttn CY(-- -10"1--- 1.. eC 1' \ ppre5L. p l.I-}i6tle- I tS"1 leil-S<— Re-/L K'ot ) L t fi Inspector: 67 Date: _/" 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Nit 03 2-° Project: /Artfith R49-J Type of Inspection: Ffraqe f 1 f --r- Pt c v. ( Address: YI/S01 10( f-t, if, Date Called: Special Instructions: 4.44 Date lilted: LI— a,m. p.m. Requester: Phone No: Approved per applicable codes. E3Corrections required prior to approval. COMMENTS: Inspector: is-. REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. tr-c (4-) INSPECTION RECORD Retain a copy with permit c1NSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd,, #100, Tukvvila, WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 pt/.. 032_0 Project: q ttk /2 A-d6(c( 0 c, Type of inspection: f rait4 / tt 1 Address: 4741 Date Called: ./ Special Instructions: A AA r1,9 Date Wanted: 5" a.m. p.m. Requester: Phone No: Approved per applicable codes. [g]Corrections required prior to approval. COMMENTS: rr6 IAA_ r fri 144 OFF pro vf de, : 1)0 it e-511 A de-C eq, ? (a fref in G-odek cu 1- P. V 4420 104-‘, f--c) G 1.-- et 5) EiAct3taR ir 1 ; Ad lof ti-tk c k •R).1.- 3 `4._)c q Gt_ti, • C(A4-- 40c,)a 4-0 S';6_,c SY2... ts‘ la ftqc 1 'e.:F.) r q ft. VA v ehtcl Ec)l' tic id do :) add 4,- 1-4 eaciA. ide_ 0C 5-,X-Kci Z (1 (4-% ec /..k4-t,,,e:e.A.A. )'t i/id -1-4.-10 r(rt 4-,--, Ord 1.4.en tote( 1"--e-f ' rakikfkc A 1- ) letceS," ke_aci thl his kA,44€1,c- o x 16 roH (8 Iveg.retept+ AA' toc-i- f0 hex? tt-t corkeo/(c,. Ca( ( ;t, Ir t ( m 5- p c ' ci- I 0 LA Inspector: Dal— REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection 6300 Southcenter Blvd,, #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 INSPECTION RECORD Retain a copy with permit.'D (4-0320 c..itA INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 Project: (—A-AA 1)---)=ri nil Type of Inspection: 1 1 ) A DU 1- L or Address: 42-51 i9!-.5t, Date Called: tA)A--11 S Special Instructions: Date Wanted: -- P.m. 'Requester: pirto No: /__ Approved per applicable codes. Corrections required prior to approval, COMMENTS: A ,) ilk,f •a 01 k - Are S b K_ ii0A-tA Ske a I. i(30---rk ,s7cieL___ 6,167-- X I, s ie ST — 0 l< A-0 s / .4 ( _VA Inspector: Date: / ,t5 r REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431• 3670 Permit Inspection Request Line (206) 438-9350 032-6 Project: 1 A-DI-7--. ; ,.)Aj Type „of Inipsstjory Address: 1.9---. ,..)te-,..., Date Ckrit si,,,ei i„....-- „,........ Special Instructions: Date Wanted: Nr,a,fre LS P-111. Requester: Phone No: ..,0.- Approved per applicable codes. Corrections required prior to approval. COMMENTS: / / ) tiee 1-) 2 " (e--/Ct?15 0 /A .-1-41- ---:Kti A-6 3 Air e_i) "2 DAA-e. ( ea At i , * r - ---- - 1 / or t c--)trA/) lik7-- 4-1 (.4i- 0 r lo) 1 ( ,41-e_ 4 ,c-- I( 0 - c . 1--0 r f,k- )c---- ; s „J` e(1, 1 ; -.... ) (..- ) 4 - 11 re IJA (-4 Pi il )0 r Ai ; C r9P c.)-- '.-)A i InsPector: Date:1 _ _ f P REINSPECT(ON FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO,cili CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 436-9350 -DVi -032-0 Project: I --A /A.6 . ADJ Type oL1.9specrk: 4-6 () t t a Adw-.1 — i l 1 L5 .--(1, --- 5r Date Called: Special Instructions: Date Wanted: / 2 - -2- 14 . .a...a... p.m. Requester: Phanyd: DApproved per applicable codes. Corrections required prior to approval. COMMENTS: , .(&-1--4-...-------- ,-., ,----,. / 4- 0 ic -i-b /),)4.yR. ()Alt' 60A1:ffiii '-?.) -1") i!) N OT- D )‘) f C13 r\ C r CI P uAl,e,s 01/430 ,)ks-I-- A. —t—tce-,mrypra,--t-orP - S 510_ APALorc A -AA t InspTr: T Datetifr.„2---- 14 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali to scheduie reinspection. FILE COPY Permit No. SECURE P.T. 2x12 LEDGER TO RIMJOIST U)/ (2)-ROWS SIMP. SDWHI9400D8 OR SDW52240005 SCREWS • 16° O.C. (EA. ROW) REVIEWED FOR CODE COMPLIANCE APPROVED OCT 23 2014 City of Tukwila BUILDING DIVISION II1i' TJI II0 0 16' OC. WI 51MP. IU5181/I188 ADJUST STEMWALL HEIGHT FOR FLUSH FLOOR AS NEEDED CONNECT NEW FDN TO EXISTING W/ M BAR O 16° O.C. IN STEMWALL (TWO BARS MIN) 4 (2)-M BAR IN FOOTING 16' LE( TH5 W/ 8' MIN. EMBEDMENT USMG SIMP. AT-XP EPDXY, TYP. (4)-PEGS. 1 NEW CRAWL 1 (EIsTING 4 FRAMING TO T REMAIN X' wi ■ NEW 6xb NP2 POST SEE DETAIL 'C/SDI' X u VERIFY 4 RETROFIT AS— REQ'D. II16'TJI 110•16'QC. W/ SIMP. IUSI81AI88 ADJUST STEMWALL HEIGHT FOR FLUSH FLOOR AS NEEDED DANIEL TYRRELL, P.E. CONSULTING ENGINEER 2121 MERIDIAN EAST. SUITE NIB (253) 565-7991 EDGEWDDD, WA 96371-1006 FAX: (253)568-8137 EMAIL: DANTYRRELLGATT.NET 1 NEW CRAWL 1 3 SECURE P.T. 2x12 LEDGER TO RIMJOIST W/ (2)-ROWS SIMP. SDWI1194000B OR 5DW522400015 SCREWS • 16' O:C. (EA. ROW) FOUNDATION WOLPOU N DESIGNATIONS 4 BEAMS VERIFY 4 RETROFIT AS REQ'D. P.T. 2x6 lP 2 • 16' O,C. W/ SIMP. LUS26 SECURE P.T. 2x6 LEDGER TO RIMJOIST W/ (2)-ROWS SIMP. 5D11.44194000E5 OR 5DW522400D15 SCREWS • 16' O.C. (EA. ROW) CORRECTION CITY OF TIUKWILA LTR# OCT 1 6 2014 3z0 CLIENT: POWELL CUSTOM HOMES PLAN: LAMB REMODEL PERMIT CENTER DATE: 10-10-201 JOB: 14-3508 FILE COPY Permit No JOB #14-3508- STRUCTURAL CALCULATIONS POWELL CUSTOM HOMES LAMB REMODEL 4251 SOUTH 139111 STREET TUKWILA, WA SEPTEMBER 30, 2014 DANIEL TYRRELL, P.E. 2121 MERIDIAN EAST, Suite # I B EDGEWOOD, WA 98.371 (253) 568-7991 bwo32o REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 3 2014 City of Tukwila BUILDING DIVISION CORRECTION RECEIVED CITY OF TUKWILA OCT 1 6 2014 PERMIT CENTER CONSTRUCTION NOTES: GENERAL: CODE: IBC REOU1REMENTS ARE TO BE FOLLOWED. 2012 EDITION AND ALL APPLICABLE CODES AND AUTHORITIES HAVING JURISDICTION. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS & CONDITIONS PRIOR TO CONSTRUCTION & PROVIDE TEMP. BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS NAVE BEEN INSTALLED. IT IS THE CONTRACTOR'S RESPONSIBILITY TO IDENTIFY AND REPORT ALL DISCREPANCIES TO THE DESIGNER AT THE TIME THEY ARE NOTED. DIMENSIONS TAKE PRECEDENCE OVER SCALED DRAWINGS. LOADING: WIND(ULT.) = 110 MPH, EXPOSURE B SEISMIC CLASS D (Ss=1.424 S1=.487) BASED ON USGS SEIMIC HAZARD MAP 2008 ROOF 17 PSF DEAD LOAD + 25 PSF SNOW LOAD = 42 PSF FLOOR 10 PSF DEAD LOAD + 40 PSF LIVE LOAD = 50 PSF DECK 10 PSF DEAD LOAD + 40 PSF LIVE LOAD = 50 PSF BALCONY 1 O PSF DEAD LOAD + 40 PSF LIVE LOAD = 50 PSF INTERIOR PARTITION = 7 PSF EXTERIOR WALL = 9 PSF SITE WORK: GENERAL: FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. EXTERIOR FOOTINGS SHALL BEAR 1'-6" (MINIMUM) BELOW FINISHED GRADE. Au. FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACK FILL TO BE THOROUGHLY COMPACTED. FOUNDATION VENTS SHALL NOT INTERFERE WITH DIRECT LOAD PATH OF COLUMNS. FOUNDATION: GENERAL: CLASS AND USE F'C SLUMP MINIMUM SACKS/C.Y. A: FOOTINGS AND FOUNDATIONS 3000 3 - 4 5-1/2 B: SLABS ON GRADE 3000 3 - 4 5-1/2 1. AIR ENTRAINING AGENT (5% TO 7%) TO BE USED IN ALL CONCRETE FLAT WORK EXPOSED TO WEATHER. 2. MIX MAY BE DESIGNED IN ACCORDANCE WITH THE PROVISIONS OF SECTIONS 1904 OF THE IBC. 3. WATER - CEMENT RATIO PER IBC REINFORCING STEEL: ASTM A615 GRADE 40 FOR #4 & SMALLER AND GRADE 60 FOR *5 BARS & LARGER. REINFORCING STEEL DETAILS SHALL BE PREPARED BY AN EXPERIENCED APPROVED DETAILER AND CONFORM TO STANDARD PRACTICE OUTLINED IN ACI REPORT 315. CONCRETE COVER OF REINFORCING: 3" CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH. 1-1/2" CONCRETE EXPOSED TO EARTH OR WEATHER. 1-1/2" BEAMS AND COLUMNS NOT EXPOSED TO EARTH OR WEATHER. 3/4" SLABS AND WALLS NOT EXPOSED TO EARTH OR WEATHER. LAP COLUMN VERTICALS. CLASS "A" CONCRETE AND MASONRY COLUMN AND WALL VERTICALS 32 DIAMETERS. LAP ALL OTHER REINFORCING 24 DIAMETERS. SPLICES AT TENSION REGIONS SHALL NOT BE PERMITTED. ANCHOR BOLTS: ANCHOR BOLTS ARE TO BE GALVANIZED 5/8" MINIMUM DIA. x 10" ASTM-A307 AT 6'-O' 0.C. UNLESS NOTED OTHERWISE BY ENGINEER W/ 7" MIN. EMBEDMENT. SILL PLATE WASHERS TO BE 3" x 4.5" x .229". THERE SHALL BE A MIN. OF TWO ANCHOR BOLTS PER FOUNDATION SILL PLATE WITH ONE BOLT LOCATED WITHIN 12" OF EACH END OF EACH SILL PLATE. CARPENTRY: GENERAL: ALL FRAMING TO COMPLY WITH IBC/IRC 2012. NAIL SIZES AND SPACING TO CONFORM TO IBC TABLE 2304.9.1 ALL W000 IN CONTACT WITH CONCRETE TO BE PRESSURED TREATED. 6" MIN. CLEARANCE BETWEEN W000 AND EARTH. 18" MIN. CLEARANCE BETWEEN FLOOR JOIST AND EARTH. 12" MIN. CLEARANCE BETWEEN FLOOR BEAMS AND EARTH. LUMBER STRENGTHIUNITS IN psi): GLUED LAMINATED TIMBERS DOUG-FIR LARCH (24F-V4) MicRo-LAM LVL DOUG-FIR LARCH Fv Fs E 165 2400 1,800,000 285 2600 1,900,000 2/30 WOOD BEARING ON OR INSTALLED WITHIN 1" OF MASONRY OR CONCRETE SHALL BE TREATED WITH AN APPROVED PRESERVATIVE, SOLID BLOCKING OF NOT LESS THAN 2X THICKNESS SHALL BE PROVIDED AT ENDS AND AT ALL SUPPORT OF JOISTS AND RAFTERS. Construction Hardware All structural connectors to be manufactured by Simpson Strong —Tie. Where connectors are in contact with pressure treated wood (ACQ-C, ACQ-D, CBA-A, CA-B and non -DOT Borates), Simpson Z-max (G185) coated or Stainless Steel connectors are required. PLYWOOD: WALL AND ROOF SHEATHING SHALL BE 7/16" CDX PLYWOOD, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Bd @ 6" O.C. @ PANEL EDGES AND 12" O.C. IN FIELD. SPAN INDEX SHALL BE 24/0 ON WALLS AND 32/16 ON ROOFS. FLOOR SHEATHING SHALL BE 23/32" CDX T&G PLYWOOD, UNLESS OTHERWISE SPECIFIED. FLOOR SHEATHING SHALL BE GLUED AND NAILED W/ 10d Q 6" 0.C. AT PANEL EDGES AND 12" O.C. IN FILED. SPAN INDEX SHALL BE 40/20. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. OSB SHEATHING PRODUCTS OF EQUIVALENT SPAN RATINGS SHALL BE ALLOWED. STRUCTURAL GLUED — LAMINATED LUMBER: SHALL BE DOUGLAS FIR FABRICATED TO THE REQUIREMENTS OF U.S. PRODUCT STANDARD PS 56. LUMBER SHALL BE OF SUCH GRADE TO PROVIDE NORMAL WORKING STRESS VALUES OF 2400 PSI IN BENDING: 1100 PSI IN TENSION: 1600 PSI IN COMPRESSION PARALLEL TO GRAIN: 560 PSI IN COMPRESSION PERPENDICULAR TO GRAIN AND 190 PSI HORIZONTAL SHEAR (COMBINATION 24F-V4). LAMINATED MEMBERS TO BE AITC CERTIFIED. USE WATERPROOF GLUE. WOOD TRUSSES: TRUSSES SHALL BE DESIGNED BY A REGISTERED WASHINGTON STATE ENGINEER AND FABRICATED FROM ONLY THOSE DESIGNS. TRUSSES TO BE STAMPED BY THE MANUFACTURER OR BY A QUALITY CONTROL AGENCY SUCH AS THE TRUSS PLATE INSTITUTE. ROOF TRUSS DESIGN SHALL BE SUBMITTED FOR APPROVAL PRIOR TO FABRICATION. CALCULATIONS ARE BASED ON TRUSS LAYOUT AS SHOWN ON STRUCTURAL SHEETS. SHOULD FINAL TRUSS LAYOUT DIFFER FROM THAT SHOWN, CONTACT ENGINEER PRIOR TO FABRICATION AND CONSTRUCTION FOR WRITTEN APPROVAL. NONBEARING WALLS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON STC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL. APPROVED HANGERS SHALL BE USED AT ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSS. ALL ROOF TRUSSES SHALL BE FRAMED AND TIED INTO THE FRAME WORK AND SUPPORTING WALLS SO AS TO FORM AN INTEGRAL PART OF THE WHOLE BUILDING. ROOF TRUSSES SHALL HAVE JOINTS WELL FITTED AND SHALL HAVE ALL TENSION MEMBERS WELL TIGHTENED BEFORE ANY LOAD IS PLACED UPON THE TRUSS. DIAGONAL AND SWAY BRACING SHALL BE USED TO BRACE ALL TRUSSES. Daniel J. Tyrrell, P.E. Consulting Engineer 2121 Meridian East, Suite 1B Edgewood, WA 98371 (253) 568-7991 Fax (253) 568-8137 e-mail: dantyrrell@att.net PROJECT: Powell Cust. Homes -Lamb JOB #: 14-,g5co PAGE 3 OF 3o BY: DT DATE: 9 S0 - / ¢ Lateral Calcs: Seismic Calcs: Sites checked: Tukwila, WA Code IBC 2012 ASCE 7-10 USGS Seismic Hazard Map 2008 (By Latitude / Longitude) Ss = 1.424 Si = 0.487 Use Ss = 1.424 Si = 0.487 assume site class 'D' Fa = 1.000 (table 11.4-1) ASCE 7-10 F„ = 1,513 (table 11.4-2) ASCE 7-10 SMs = Fa Ss = 1.000 X 1.424 = 1.424 SM1 = Fv Si = 1.513 X 0.487 = 0.737 Sos =(2/3) SMs = (2/3) X 1.424 = 0.949 S01 =(2/3) SM1 = (2/3) X 0.737 = 0.491 IE = 1.00 -' Occupancy Category 2 table 11.6-1 w/ SDS = table 11.6-2 w/ S01 = 0.949 ----► Seismic design class 'D' 0.491 -♦ Seismic design class 'D' --r SEISMIC CLASS 'D' Daniel J. Tyrrell, P.E. Consulting Engineer 2121 Meridian East, Suite 1B Edgewood, WA 98371 (253) 568-7991 Fax (253) 568-8137 e-mail: dantyrrell@att.net PROJECT: Powell Cust. Homes —Lamb JOB #: 14-3S03 PAGE 4 OF 3c) BY: DT DATE: 8/27/2014 Cs = SDSI/R (equ. 12.8-2 ASCE 7-10) h = 21 ft Cs(max) = SD1I/RT (equ. 12.8-3 ASCE 7-10) R = 6.50 Cs(min) = 0.01 (equ. 12.8-5 ASCE 7-10) I = 1.00 T = 0.02( 21 ).75 Cs(min) = 0.01 = 0.196 sec. Cs = 0.146 = governs (< TL = 6) Cs(max) = 0.385 V = CS(WUPPER+WMAIN) = QE UPPER STORY: Roof Area = Roof Dead Weight = Snow Load = (equ. 12.8-1 ASCE 7-10) 786.0 ft2 17.0 psf 25 psf WUPPER = Roof + Wall = 4 Wall Length = 41.0 ft Wail Dead Weight = 9.0 psf Tributary Wail Height = 4.0 ft #of Walls= 2 6,314 # MAIN STORY: Roof Area = 1037.0 ft2 Wall Length = Roof Dead Weight = 17.0 psf Wall Dead Weight = Tributary Wall Height = Floor Area = 786.0 ft2 # of Walls = Floor DL + 25% LL = 10.0 psf (when applicable) WMAIN = Roof + Wall + Floor = 32,293 # V= 0.146 (16314 + 32293) = 7097 # FUPPER = FUPPER (V * WUPPER * H2) I[ (WUPPER * H2) + (WMAIN * H1)) (equ. 12.8-11, 12.8-12 ASCE 7-10) H1 = 12.00 H2 = 20.00 3244 # FMAIN = V - FUPPER = 3853 # 42.0 ft 9.0 psf 9.0 ft 2.0 Daniel J. Tyrrell, P.E. Consulting Engineer 2121 Meridian East, Suite 1 B Edgewood, WA 98371 (253) 568-7991 Fax (253) 568-8137 e-mail: dantyrrell@att.net PROJECT: Powell Cust. Homes --Lamb JOB #: 14- 3SOS PAGE 5 OF BY: DT DATE: 8/27/2014 p calc: Wall Height = 10.0 Wall Line Trib. Shear Wall Segments Panel Ratio LA 0.15 0.00 0.00 0.00 0.00 0.00 0.00 LB 0.50 7.00 3.00 0.00 0.00 0.00 0.35 LC 0.35 6.00 8.50 6.00 0.00 0.00 0.15 N/A 0.00 0.00 0.00 0.00 0.00 _ 0.00 0.00 N/A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TA 0.50 6.50 0.00 0.00 0.00 2.00 0.38 TD _ 0.50 4.83 6.58 5.25 0.00 0.00 0.20 N/A 0.00 0.00 0.00 _ 0.00 0.00 0.00 0.00 N/A _ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/A 0.00 _ 0.00 0.00 0.00 0.00 0.00 0.00 N/A 0.00 , 0.00 _ 0.00 0.00 0.00 0.00 0.00 P= 1.3 per ASCE 7-10, 12.3.4.2 (UPPER) 0.7pQE _ (MAIN) 0.7pQE _ .7(1.3)(3244) = .7(1.3)(7097) = 2952 # 6458 # <=.33 OK N/A <=.33 OK N/A N/A N/A N/A <=.33 OK N/A N/A N/A N/A Daniel J. Tyrrell, P.E. Consulting Engineer 2121 Meridian East, Suite #18 Edgewood, Washington 98371 (253) 568-7991 Fax (253) 568-8137 e-mail: dantyrrell@att.net PROJECT i'cwe-ii-- L,ik JOB # 14- 36o8 PAGE 6 OF 3o BY DT DATE q -30 --14 Gam/ ,SSG 6f- 77- i p z- ( Al ,- f 2, C".-/�.,,.., , /1-s c c 2 / D..) art, no 5 L , ��' 1 / .-,•�-� = (cc-, 4 (✓/)(3,.r-I✓ ) 4(40 )C2 .3 _) ,& (6)(';/l_l-!_?..3.) f_L3Js_ '3. 3J - _C3 .Xio= x-3x1�C7)C*..>� Y) Cy, .'/r'7?) (!r)(1,�= /9' 6,3 /_. /'3lof3 .3.3 _7io . 'f. ?/ ) Ce' .2 fir} -14— C! ).(0)117.. - ( )'B)CLs.;) C1CeJ(7,3) (3X")C ',/='� -� r/ /f -i- . / `/, --. .s� g v//0 "` fo' 4 /3.DG -i / 2-/o = 32 Daniel J. Tyrrell, P.E. Consulting Engineer 2121 Meridian East, Suite #1B Edgewood, Washington 98371 (253) 568-7991 Fax (253) 568-8137 e-mail: dantyrrell@att.net PROJECT Pow i 4 - La x; l,3 JOB # 14- 3S08 PAGE 7 OF 3v BY DT DATE 6/ -. - _,Ss_.tft, - _ _ - I. - �_ . -� I .f✓ C3)4� 4X / )(/',7,3 )- '`; (i ..,-/ c/ -3> -,r e)(y1+ / 4 `7. 20, -7 "7 --,` .'/Co _ _ .3 .a*(.. *(.. _ *I!'e-- /�i!t/!y/ —/ _/4 y.y — Z(e f3 5 Daniel J. Tyrrell, P.E. PROJECT Po u \1- lo„nb Consulting Engineer / 2121 Meridian East, Suite #1B Edgewood, Washington 98371 (253) 568-7991 Fax (253) 568-8137 e-mail: dantyrrell@atLnet JOB # 14- 35Gg PAGE g OF 30 BY DT DATE 9 14 J.t1,/ ,.ti.r.. G✓✓.,. / Ste` . it,i-- e s ie..:- i Aii.. Y/ f ' ; ,� ' t 74. I �� I i ' `c 1�3r 1{..� /3 .41 7 e S,7 4. /y' 7G 1 -. r. 1 --- 7-C S-I-74, /4V7 .;._. _I . 1 1 fi I + -, 1 i 1 , - •-,e1 Z a✓ 4 3Zz4 J/ 0 j 2,, * ` 3-z. s ; �,, 4l -1c_, Z / z U _ ?v.s*" /041 .! of l y , 74 ' : zzeer 31z4 6,s- 3i1/4-1 «q T.Q z2.4.44, 13iz ' /4,G.to /?s- /, ,' V j , f 1 Tr? i Ce,'Z✓ 2F✓ i 1 /) i , , /^JfL J�✓D �-..y v� j /"".' j p-✓<,.... . /+ +©Lr Sr -� „cps ,Z - }9rE'c 1,M d X44 /:2. .. e- % . /- 6 G.s..-,.t-- f-/ j s`'.`. -23 t.sJ%2(3) Daniel J. Tyrrell, P'.E Consulting Engineer 2121 Meridian East, Suite #1 B Edgewood, Washington 98371 PROJECT Po t1/4,c t - t.U,,-, t 1.0 JOB # 3 PAGE 9 OF ,3.0 (253) 568-7991 Fax (253) 568-8137 BY DT DATE cj - i 4 e-mail: dantyrrell@att.net _ .1(4 14//_.o.J - o - — G.jG_.a ( -%_ - `�''y t•�o;. y .,,,,-.t1'..!-_ _T___ i _4 ,...i,-4.. '4?-74 . , (-4,•r4.7_,/:,..5.il,.,_4..)/ 1 , , Ae i -r_ 3_?.2:2! e ._: 7 -- Z?f. (gJ-, . 2y o4/ 14e r I= .(�.2-,z ,(i-7.)-,.1o/-:-- : i'7S .-_.. ('Z? oG 1 / -, / 7.7 (3) /40 I v .-ri ,, _ . .a. . ig - . s -?: r--_; - ,.J- 2 - '� � " Y - � 5-1-,3 ,e 1 ��Qg „ ; 1 T ,.,net. i . -- . _ - - •( Z`/ y r �i.. ;G✓;.. i!'4/4w/ 322 �. ._,._/ 4.... 3z.�s-( /-rt - 2�ioG/ i ' �;1,.-.. - : / 1-7r7 ri'Z7. - )'/ . (; _� j . 7 /' / ' ,- . ,ire= . l; i 1 - A F.12 .0.....°.-.111.11111111M111111...-4111111111.11111 •••••••••1 F NEW COMP AIDING OCR CROW ROOF T 1 F 4' DA COAKSPOLO-- = TYP. t5. = WM STARS TO PATIO /6/3 NEW COIF NOW OVY DORE RCOF EIXE —4 WAIDI DISTWO IWOOW TRW /03 FASCIA PRE-FW19103 WM/ CUOIR TO YAM MAK TOP Part TAU SCFEXA WALL RN DUSK SOK MAW FL ATOI DOSS CORNER MOO ETA OTAPTSPOLIT T. CANTI.LIKRED ooc tow. nat Putec Nal 1 *AP Of P T. ROM /OS FASCIA ROAM I/ PK-019a OFFAL CUTTER 'FO YAM cesolo AN cosmic taw TOi COMO 2 WPC WATOI COSTING COM BONO VAN ROM NEW 33. NOT HALF VIAIL/011OO WALL FEW \ msniort soots OA DOVOTPOUT 'DP 1 TEO 4:17 ROOF PTO. 5/4X8 FASOA BOARD M/ PRE -Aran IETAL GUTTER 10 MATO4 pMSTMO TOP RATE IATOf COSMO YA'4X* TOM 'RAP 4R4 P.T. POSTS NATtli E1CSflfO SDK tEiT OOP ROVE OAR ERT/Cc ROOF MAT01 UMW COM Room 4' OA. BOTOGN UT tYP, NATO( DASrib C 90MO YAT0f flOS PTO CORNER taw YAW FLOOR A' DFA DORTS JT-- TrP. i i SHEARWALL SCHEDULE MARK ALLOWABLE WIND SHEAR W/ ALLOWABLE SEISMIC SHEAR W/ HEM/FIR STUDS 7/16 APA RATED SHEATHING OR APA RATED SIDING U.N,O. SHEATHING NAILING BOTTOM PLATE NAILING FRAMING ANCHORS (SEE DETAIL 'D/SD2') SEE NOTES a 337 241 ONE SIDE 8d @ 6" O.C. 16d @ 5" O.C. A35 @ 21" O.C. 1,2,3,4,8,9.10 a 350 350 ONE SIDE 8d @ 4" O.C. 16d @ 5" O.C. A35 @ 18" O.C. 1,2,3,4,8,9,10 ® 494 350 ` ONE SIDE 8d @ 4" 0.C. 16d @ 3-1/2" O.C. A35 @ 14" O.C. 1,2,3,4,5,8,9,10 a 638 456 ONE SIDE 8d @ 3" O.C. (2)-16d @ 5" O.C. A35 @ 10" O.C. 1,2,3,4,5,8,9,10 a 833 595 ONE SIDE 8d @ 2" O.C. (2)-16d @ 4" O.C. A35 @ 8" O.C. 1,2,3,4,5,8,9,10 a5 700 700 EACH SIDE 8d @ 4" O.C. (2)-16d @ 4" O.C. A35 @ 10" O.C. 1,2,3,4,6,8,9,10 46 989 700 EACH SIDE 8d @ 4" 0.C. (2)-16d @ 3" 0.C, A35 @ 7" O.C. 1,2,3,4,5,8,9,10 NOTES: (NOT ALL NOTES APPLY TO ALL SHEARWALLS. SEE SCHEDULE FOR APPROPRIATE NOTES) 1. SCHEDULE I5 BASED ON HEM -FIR STUDS @ 16" 0.C. 2. PLYWOOD SHEATHING IS TO BE APA RATED 24/0 MINIMUM AND MAY BE 05B OF EQUAL RATING. 3. ALL SHEATHING TO BE DIRECTLY APPLIED TO STUDS AND ALL EDGES BLOCKED. 4. ALL NAILS TO BE COMMON WIRE OR GALVANIZED BOX (HOT DIPPED OR TUMBLED ONLY) 5, STUDS TO BE 3x OR WIDER AT ADJOINING PANEL EDGES AS NOTED. IN LIEU OF A SINGLE 3x STUD, (2)-2x STUDS MAY BE FASTENED TOGETHER W/ CONSTRUCTION ADHESIVE di 10d NAILS. COMPLETELY COAT STUDS W/ ADHESIVE 6 SANDWICH TOGETHER W/ (2)-ROWS 10d NAILS @ 6" 0,C. STAGGERED. SQUEEZE OUT OF ADHESIVE SHOULD BE EVIDENT. 6. SHEATHING PANEL. JOINTS EACH SIDE OF WALL TO BE OFFSET OR, IF PANEL JOINTS ALIGNED, STUDS TO BE 3x OR WIDER AT ADJOINING PANEL. EDGES AS NOTED. 7. FOUNDATION SILL PLATE TO BE 3x MATERIAL. 8. SHEATHING NAILING SHOWN APPLIES TO ALL PANEL EDGES. SHEATHING NAILING AT INTERMEDIATE SUPPORT TO 8E OF SAME SIZE SHOWN @ 12" 0.C, CAUTION: DO NOT OVERDRIVE NAILS. NAIL HEADS TO BE FLUSH WITH FACE OF SHEATHING, 9. REFER TO TYPICAL DETAILS FOR LOCATIONS OF FRAMING ANCHORS WHEN REQ'D. (FRAMING ANCHOR NOT REQUIRED WHEN SHEATHING EXTENDS ONTO RIM ABOVE d BELOW SHEARWALL.) 10. WHEN SHEATHING EXTENDS ONTO RIM JOIST BELOW, SECURE BOTTOM PLATE W/ 16d NAILS @ 6" 0.C. HOLDOWN / STRAP SCHEDULE MARK HOLDOWN (SIMPSON) WALL STUB ANCHOR BOLT THICKNESS SPECIE NAILS / BOLTS Hl LSTHD8RJ 3" HE 20-16d -- 0 5THDI4RJ 3" HE 30-16d -- 0 HDU8•S1352.5 (2)-2x6 STUD WOOD �E;s 11 shMwui 0 HDU2-5D52 5 3" bF (6) 5DS-1/4x2.1/2 1rOOD SCREWS . ** **RETROFI`f WT5/8" ATR W/ 10' MIN. EMBEDMENT & SIMP. AT-XP EPDXY OR EQUIV. 0 HDU5.51352.5 3" DF (14) SOS-1/4x2-1/2 55T824L .SCREWS *"RETROFIT W/ 5/8" ATR W/ 12W" MIND EMBEDMENT A SIMP, AT-XP EPDXY OR EQUIV. ANCHOR BOLT SCHEDULE NOTE: SEE DETAIL 'G/5DI' MARK SILL PLATE ANCHOR REMARKS CIO 8/8' 0 s 72 ' OL. P.T. 2x SILL REQUIRED AB2 5/8' e • 48' OL, P.T. 2x SILL REQUIRED A13 5/8' $ . 32 ' OL. P.T. 2x SILL REQJIRED ON UFFER FLOOR NO STRUCTURAL CHANGES EXISTING FRAMING TO REMA IN7 24191 1 NEW GIRDER SEE WINDOW STRAP DETAIL v/sar iirof.. ,! o! v wl7-1 w! w! u�a zLr z1-zI EL_32xT NEW 7 F«2 (4)- 2x6 HF"2 VERIFY I. EXISTING tu. �©NEW POST 3' 6'6" MAIN FLOOR SNEARWALL 4 1-1OLDOWN DESIGNATIONS 4 BEAMS EX = EXISTING BEAM/HEADER TO REMAIN 6' 8'61 SIMP. HUC46, TYP. 6 P.T. 4x4 HF"2 W/ SIMP. LPC4Z 4 ABA44Z, TYP. NOTE: INSTALL SIMPSON TIE EACH TRUSS (I) -PLY USE SIMP. HI (2)-PLY USE SIMP. HI0-2 SECURE P.T. 2xI2 LEDGER TO RIMJOIST W/ (2)-ROWS SIMP. SDWH19400D5 OR S1:WS22400DB SCREWS 9 16' O.G. (EA. ROW) I1'"8' TJI 110 g 16' O.C. W/ SIMP. 1U51.81/1I.88 ADJUST STEMWALL NE IGHT FOR FLUSH FLOOR AS NEEDED yNEW CRAWL EXISTING 4 FRAMING TO 1J REMAIN 1 rfl 1.7 w�18 EX. I NEW 6x6 HF"2 POST SEE DETAIL! IC/SDI' X I w, PA - VERIFY 4 RETROFIT AS REQ'D. I11/2' TJI 110 e 16' O.C. ' W/ GIMP. IU5181/11.88 ADJUST STEMWALL HEIGHT FOR FLUSH FLOOR A5 NEEDED NEW CRAWL SECURE P.T. 2xI2 LEDGER TO RIMJOIST W/ (2)-ROWS SIMP. SDWHI9400D5 OR SDW522400D5 SCREWS 16' O.C. (EA. ROW) FOUNDATION-IOLDOUJN DESIGNATIONS 4 15EAMS VERIFY 4 RETROFIT AS REQ'D. 4 !Q 24 24 P.T. 2x6 HP'2 6 16' O.C. W/ &IMP. LU526 SECURE P.T. 2x6 LEDGER TO RIMJOIST W/ (2)-ROWS SIMP. SDWH19400D5 OR SDW522400015 SCREWS e 16' O.G. (EA. ROW) Project: LAMB Location: FOOTING @ BEAM(3) - LEFT Footing lo�012 International Building Code(2012 NDS)1 oting Size: 2.5 FT x 2.5 FT x 10.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. ENV / (4) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Carolyn Tyrrell Tyrrell Engineering 2121 Meridian E, Ste 18 Edgewood, WA 98371 StruCalc Version 9.0.1.3 9/30/2014 12:53:21 PM Page 30 Qs = 1500 psi Fc = 2500 psi Fy = 40000 psi c= 3 in FOOTING SIZE Width: W = 2.5 ft Length: L = 2.5 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZg Column Type: Column Width: Column Depth: Wood m = 6 in n= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Beating: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear. Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: a = Steel Required Based on Moment: As(1) = Min. Code Req'd Reinf. Shrink./Temp. (AC1-10.5.4): As(2) = Controlling Reinforcing Steel: As-reqd = Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore adequate development length not required. Qu = Qe = Areq = A= Bear = Bear -A = Vu1 = Vc1 = Bo = Vu2 = vc2-a = vc2-b = vc2-c = vc2 = Mu = Mn = 1226 psf 1375 psf 5.57 sf 6.25 sf 10796 Ib 99450 Ib 3149 lb 14063 Ib 49 in 8996 Ib 68906 Ib 81563 Ib 45938 Ib 45938 Ib 40484 in-Ib 169665 in -lb 0.49 in 0.18 in2 0.60 in2 0.60 in2 #4's @ 7.0 in. o.c. e/w (4) Min. As = 0.79 in2 Id = Ld-sup = 15 in 12 in J-OADING DIAGRAM 10 In 26ft 3 in FOOTING LOADING Live Load: PL = 3997 Ib Dead Load: PD = 3667 Ib Total Load: PT = 7664 Ib Ultimate Factored Load: Pu = 10796 lb Weight to resist uplift w/ 1.5 F.S.: U.R. = 503 Ib Project: LAMB Location: FOOTING @ BEAM(9) - CENTER Footing .2012 International Building Code(2012 NOS)] "toting Size: 2.5 FT x 2.5 FT x 10.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (4) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Carolyn Tyrrell Tyrrell Engineering 2121 Meridian E, Ste 1 B Edgewood, WA 98371 StruCalc Version 9.0.1.3 9/30/2014 12:53:21 PM page Qs = 1500 psf F'c = 2500 psi Fy = 40000 psi c= 3 in FOOTING SIZE Width: W = 2.5 ft Length: L = 2.5 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Wood m = 6 in n= 6in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Ou = Effective Allowable Soil Bearing Pressure: Qe = Required Footing Area: Areq = Area Provided: A = Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear. Vul = kunowable . Beam Shear. Vc1 = nching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = Punching Shear: Vu2 = Allowable Punching Shear (ACI 11-35): vc2-a = Allowable Punching Shear (ACI 11-36): vc2-b = Allowable Punching Shear (ACI 11-37): vc2-c = Controlling Allowable Punching Shear: vc2 = Bending Calculations: Factored Moment: Mu = Nominal Moment Strength: Mn = Reinforcement Calculations: Concrete Compressive Block Depth: a = Steel Required Based on Moment: As(1) = Min. Code Req'd Reinf. ShrinkfTemp. (ACI-10.5.4): As(2) _ Controlling Reinforcing Steel: As-reqd = 1250 psf 1375 psf 5.68 sf 6.25 sf Bear= 11078 Ib Bear -A = 99450 Ib 3231 Ib 14063 Ib 49 in 9231 Ib 68906 Ib 81563 Ib 45938 Ib 45938 Ib 41544 in-Ib 169665 in-Ib 0.49 in 0.19 in2 0.60 in2 0.60 in2 Selected Reinforcement: #4's @ 7.0 in. o.c. e/w (4) Min. Reinforcement Area Provided: As = 0.79 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 12 in Note: Plain concrete adequate for bending, therefore adequate development length not required. LOADING DIAGRAM i! 10ini 2.8ft Ia1n PL = 4263 Ib PD = 3548 Ib PT = 7811 Ib Pu = 11078 Ib Weight to resist uplift wl 1.5 F.S,: U,R. = 503 Ib FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: Project: LAMB Location: FOOTING @ BEAM(9) - LEFT Footing -N012 International Building Code(2012 NDS)] tooting Size: 1.5 FT x 1.5 FT x 10.00 IN Reinforcement: #4 Bars @ 11.00 IN. O.C. ENV / (2) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover Carolyn Tyrrell Tyrrell Engineering 2121 Meridian E, Ste 1B Edgewood, WA 98371 Qs = 1500 psf Pc = 2500 psi Fy = 40000 psi 3 in FOOTING SIZE Width: W = 1.5 ft Length: L = 1.5 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Wood m=6in n= 6in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: AV Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Sending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Min. Code Req'd Reinf, Shrink./Temp. (ACI-10.5,4): Controlling Reinforcing Steel: Selected Reinforcement: #4's @ 11.0 Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore adequate development length not required. Qu = Qe = Areq = A= 765 psf 1375 psf 1.25 sf 2.25 sf Bear = 2454 Ib Bear -A = 99450 Ib Vu1 = Vc1 = Bo = Vu2 = vc2-a = vc2-b vc2-c = vc2 = Mu = Mn = 375 Ib 8438 Ib 49 in 1318 Ib 68906 Ib 81563 Ib 45938 lb 45938 Ib 5522 in-Ib 85413 in-Ib a = 0.41 in As(1) = 0.02 in2 As(2) = 0.36 in2 As-reqd = 0.36 in2 in. o.c. e/w (2) Min. As = 0.39 in2 Ld = Ld-sup = 15 in 6 in StruCalc Version 9.0.1.3 LOADING DIAGRAM 10 In 9/30/2014 12:53:22 PM -bin .1.5h - FOOTING LOADING Live Load: PL = 973 Ib Dead Load: PD = 748 Ib Total Load: PT = 1721 Ib Ultimate Factored Load: Pu = 2454 Ib Weight to resist uplift w/ 1.5 F.S.: U.R. = 181 Ib Project: LAMB Location: FOOTING @ BEAM(9) - RIGHT Footing 12 International Building Code(2012 NOS)] holing Size: 1.5 FT x 1.5 FT x 10.00 IN Reinforcement: #4 Bars © 11.00 IN. O.C. ENV / (2) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Carolyn Tyrrell Tyrrell Engineering 2121 Meridian E, Ste 113 Edgewood, WA 98371 Qs = 1500 psf F'c = 2500 psi Fy = 40000 psi c= 3 in FOOTING SIZE Width: W = 1.5 ft Length: L = 1.5 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Wood m = 6 in n= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = Effective Allowable Soil Bearing Pressure: Qe = Required Footing Area: Areq = Area Provided: A = Baseplate Bearing: Bearing Required: Bear = 2986 Ib Allowable Bearing: Bear -A = 99450 Ib Beam Shear Calculations (One Way Shear): Beam Shear: Vul = 456 Ib Allowable Beam Shear: Vc1 = 8438 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 49 in Punching Shear: Vu2 = 1603 Ib Allowable Punching Shear (ACI 11-35): vc2-a = 68906 Ib Allowable Punching Shear (ACI 11-36): vc2-b = 81563 Ib Allowable Punching Shear (ACI 11-37): vc2-c = 45938 Ib Controlling Allowable Punching Shear: vc2 = 45938 Ib Bending Calculations: Factored Moment: Mu = Nominal Moment Strength: Mn = Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.41 In Steel Required Based on Moment: As(1) = 0.03 in2 Min. Code Req'd Reinf. Shrink.fremp. (ACI-10.5.4): As(2) = 0.36 in2 Controlling Reinforcing Steel: As-reqd = 0.36 in2 Selected Reinforcement: #4's © 11.0 in. o.c. e/w (2) Min, Reinforcement Area Provided: As = 0.39 in2 Development Length Calculations: Development Length Required: Ld = 15 In Development Length Supplied: Ld-sup = 6 in Note: Plain concrete adequate for bending, therefore adequate development length not required. 920 psf 1375 psf 1.51 sf 2.25 sf 6719 in -lb 85413 in-Ib StruCalc Version 9.0.1.3 LOADING DIAGRAM 1' 10 In 1 9/30/2014 12:53:22 PM - ®In - -1.6ft- — - FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: PL = 1256 Ib PD = 814 Ib PT = 2070 Ib Pu = 2986 Ib Weight to resist uplift w/ 1.5 F.S.: U.R. = 181 Ib Project: LAMB Location: 1) NEW HIP/GABLE END HDRS Roof Beam °;1012 International Building Code(2012 NDS)] J5INx7.25INx5.5FT #2 - Hem -Fir - Dry Use Section Adequate By: 196.2% Controlling Factor: Moment DEFLECTIONS C n er Live Load 0.02 IN U3088 Dead Load 0.02 in Total Load 0.04 IN L/1604 Live Load Deflection Criteria: L/240 Carolyn Tyrrell Tyrrell Engineering 2121 Meridian E, Ste 1B Edgewood, WA 98371 StruCalc Version 9.0.1.3 9/30/2014 12:53:15 PM page 20 at • %� Total Load Deflection Criteria: U180 REACTIONS a Live Load 413 Ib 413 Ib Dead Load 382 Ib 382 Ib Total Load 794 Ib 794 Ib Bearing Length 0.56 in 0.56 in REAM DATA Span Length 5.5 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. Ito Grain: Base Values Adjusted Fb = 850 psi Fb' = 1266 psi Cd=1.15 C1=1.00 CF=1.30 Fv = 150 psi Fv' = 173 psi Cd=1.15 E = 1300 ksi E' = 1300 ksi Fc - -1 = 405 psi Fc = 405 psi Controlling Moment: 1092 ft-lb 2.75 ft from left support Created by combining all dead and live Toads. Controlling Shear: -636 Ib At a distance d from support. Created by combining all dead and live Toads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Rea'd Provided 10.35 in3 30.66 in3 5.53 in2 25.38 in2 12.48 in4 111.15 in4 1092 ft-Ib 3236 ft-Ib -636 Ib 2918 Ib LOADING DIAGRAM -- 5.6ft ROOF LOADING Side One: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Side Two: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = 25 20 4 psf psf ft 25 psf 20 psf 2 ft Wall Load: WALL = 0 pif SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5.5 ft Beam Self Weight: BSW = 5 pif Beam Uniform Live Load: wL = 150 plf Beam Uniform Dead Load: wD_adj = 139 pif Total Uniform Load: wT = 289 pif )Modulus of Elasticity: Comp.1 to Grain: Project: LAMB Location: 2) NEW UPPER FLOOR BEAM © KITCHEN Uniformly Loaded Floor Beam 1012 International Building Code(2012 NOS)] 5 IN x 9.0 IN x 11.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 66.5% Controlling Factor: Moment DEFLECTIONS Center Live Load 0,19 IN L/697 Dead Load 0.13 in Total Load 0.32 IN U410 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 Carolyn Tyrrell Tyrrell Engineering 2121 Meridian E, Ste 18 Edgewood, WA 98371 StruCalc Version 9.0.1,3 9/30/2014 12:53:16 PM REACTIONS A Live Load 1210 Ib 1210 Ib Dead Load 849 Ib 849 Ib Total Load 2059 lb 2059 Ib Bearing Length 0.90 in 0.90 in BEAM DATA Center Span Length 11 ft Unbraced Length -Top 1.33 ft Floor Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.13 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Westem Species Base Values Bending Stress: Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.00 C1=1.00 Shear Stress: Fv = 265 psi Cd=1_OO E = 1800 ksi Fc -1= 650 psi Controlling Moment: 5662 ft-Ib 5.5 ft from left support Created by combining all dead and live Toads. Controlling Shear: -1812 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Adjusted Controlled by: Fb' = 2394 psi Fv' = 265 psi E' = 1800 ksi Fc-= 650 psi Read Provided 28.38 in3 47.25 in3 10.26 in2 31.5 in2 124.54 in4 212.63 in4 5662 ft-Ib 9425 ft-lb -1812 Ib 5565 lb LOADING DIAGRAM FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load Side 1 Side 2 FLL = 40 psf 40 psf FIX = 15 psf 15 psf FTW = 3 ft 2.5 ft WALL = 65 pif BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 220 pif wb = 148 pif BSW = 7 pif wT = 374 plf Project: LAMB Location: 3) NEW UPPER FLOOR BEAM @ KITCHEN/DINING Multi -Loaded Multi -Span Beam 012 International Building Code()) 136 W10x26 x 18.25 FT Section Adequate By: 12.4% Controlling Factor. Moment PEFLECTIONS Center Live Load 0.37 IN U597 Dead Load 0.32 in Total Load 0.69 IN U319 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A fi Live Load 3997 lb 5682 Ib Dead Load 3667 Ib 4979 Ib Total Load 7664 Ib 10661 Ib Bearing Length 0,74 in 0.74 in $EAM DATA Center Span Length 18.25 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 18.25 ft STEEL PROPERTIES W 10x26 - A36 Properties: Yield Stress: Modulus of Elasticity: Depth: Web Thickness: Flange Width: Flange Thickness: Distance to Web Toe of Fillet: Moment of inertia About X-X Axis: Section Modulus About X-X Axis: Fy E_ d= tw = bf = tf= k= Ix = •Sx= Rad. of Gyration of Compr. Flange + 1/3 of Web: rt = Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: Allowable Flange Buckling Ratio: Web Buckling Ratio: Allowable Web Buckling Ratio: Controlling Unbraced Length: Limit. Unbrcd. Length for Fb=0.66`Fy: Allowable Bending Stress: Web Height to Thickness Ratio: 36 ksi 29000 ksi 10.3 in 0.26 in 5.77 in 0.44 in 0.74 in 144 in4 27.9 in3 1.55 in 6.56 10.83 39.62 106.67 Oft 6.09 ft 23.76 ksi 36.23 Limit. Web Height -Thickness Ratio for Fv=0.4`Fy: h/tw-Limit = 63.33 Allowable Shear Stress: Fv = 14.4 ksi FBR = AFBR = WBR = AWBR = Lb = Lc = Fb = h/tw = Controlling Moment: 49168 ft-Ib 10.04 Ft from left support of span 2 (Center Span) Created by combining all dead Toads and live loads on span(s) 2 Controlling Shear: -10661 Ib 18.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live Toads on span(s Comparisons with required sections: Moment of Inertia (deflection): Moment: Shear: Read Provided 108.43 in4 144 in4 49168 ft-lb 55242 ft-lb -10661 Ib 38563 Ib Carolyn Tyrrell Tyrrell Engineering 2121 Meridian E, Ste 1 B Edgewood, WA 98371 page 22 or 30 StruCalc Version 9.0.1.3 LOADING DIAGRAM UNIFORM LOADS Center Uniform Live Load 80 pif Uniform Dead Load 110 pif Beam Self Weight 26 pif Total Uniform•Load 216 plf 9/30/2014 12:53:17 PM POINT LOADS - CENTER SPAN Load Number One Two Three Four Live Load 1210 Ib 1030 Ib 1210 Ib 1210 Ib Dead Load 849 Ib 770 Ib 849 Ib 849 Ib Location 5.3 ft 7.3 ft 10.3 ft 15.3 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number Qat Left Live Load 325 plf Left Dead Load 260 plf Right Live Load 325 plf Right Dead Load 260 pli Load Start 7.3 ft Load End 18.25 ft Load Length 10.95 ft Project: LAMB Location: 4) NEW KITCHEN WINDOW HDR Combination Roof And Floor Beam - 012 International Building Code(2012 NDS)) 5 IN x 7.25 IN x 4,5 FT #2 - Hem -Fir - Dry Use Section Adequate By: 313.8% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN U6265 Dead Load 0.01 in Total Load 0.02 IN L/2734 Live Load Deflection Criteria: L1360 Carolyn Tyrrell Tyrrell Engineering 2121 Meridian E, Ste 1B Edgewood, WA 98371 StruCalc Version 9.0.1.3 9/30/2014 12:53:17 PM PB9e of `moo Total Load Deflection Criteria: U240 REACTIONS A Live Load 304 Ib 304 Ib Dead Load 392 Ib 392 Ib Total Load 696 Ib 696 Ib Bearing Length 0.49 in 0.49 in BEAM DATA Center Span Length 4.5 ft Unbraced Length -Top 1.33 ft Roof Pitch 6 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: yomp. to Grain: Base Values Adjusted Fb = 850 psi Fb' = 1268 psi Cd=1.15 C1=1.00 CF=1.30 Fv = 150 psi Fv' = 173 psi Cd=1.15 E = 1300 ksi E' = 1300 ksi Fc -1= 405 psi Fc -1' = 405 psi Controlling Moment: 783 ft-lb 2.25 ft from left support Created by combining all dead and live loads. Controlling Shear: -515 Ib At a distance d from support. Created by combining all dead and live Toads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read Provided 7.41 in3 30.66 in3 4.48 in2 25.38 in2 9.76 in4 111.15 in4 783 ft-Ib 3240 ft-Ib -515 Ib 2918 Ib LOADING DIAGRAM _8_ ROOF LOADING Side 1 Side 2 Roof Live Load RLL = 25 psf 25 psf Roof Dead Load RDL = 20 psf 20 psf Roof Tributary Width RTW = 1 ft 2 ft FLOOR LOADING Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 15 psf 15 psf Floor Tributary Width FTW = 1.5 ft 0 ft Wall Load WALL = 80 pif }BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: wL-roof = 75 plf wD-roof = 67 p1f wL-floor = 60 p11 wD-floor = 23 plf BSW = 5 p11 wL = 135 pif wD = 174 p1f wT = 309 pif wT-cont = 309 off Project: LAMB Location: 5) NEW ROOF BEAM @ ENTRY Roof Beam ,012 International Building Code(2012 NDS)] 5 IN x 7.25 IN x 4.0 FT ;'t2 - Hem -Fir - Dry Use Section Adequate By: 349.5% Controlling Factor: Moment Carolyn Tyrrell Tyrrell Engineering 2121 Meridian E, Ste 1B Edgewood, WA 98371 StruCalc Version 9.0.1.3 9/30/2014 12:53:18 PM DEFLECTIONS Center Live Load 0.01 IN U6423 Dead Load 0.01 in Total Load 0.01 IN U3346 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS @ Live Load 375 Ib 375 Ib Dead Load 345 Ib 345 Ib Total Load 720 Ib 720 lb Bearing Length 0.51 in 0.51 in )SEAM DATA Span Length 4 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. L to Grain: Base Values Adjusted Fb = 850 psi Fb' = 1266 psi Cd=1.15 C1=1.00 CF=1.30 Fv = 150 psi Fv' = 173 psi Cd=1.15 E = 1300 ksi E' = 1300 ksi Fc---= 405 psi Fc - = 405 psi Controlling Moment: 720 ft-lb 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 504 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read Provided 6.82 in3 30.66 in3 4.38 in2 25.38 in2 5.98 in4 111.15 in4 720 ft-lb 3236 ft-lb 504 Ib 2918 Ib LOADING DIAGRAM 4n ROOF LOADING Side One: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Side Two: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = 25 psf 20 psf 6.5 ft 25 psf 20 psf 1 ft Wall Load: WALL = 0 plf SLOPE/P1TCH ADJUSTED LENGTHS ARID LOADS Adjusted Beam Length: Ladj = 4 ft Beam Self Weight: SSW = 5 plf Beam Uniform Live Load: wL = 188 plf Beam Uniform Dead Load: wD_adj = 172 plf Total Uniform Load: wT = 360 plf Project: LAMB Location: 6) NEW UPPER FLOOR BEAM @ ENTRY/DINING Multi -Loaded Mufti -Span Beam -"V012 International Building Code(2012 NDS)] I.5IN x 9.0 IN x 24.75 FT (12 + 12.8) 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 27.0% Controlling Factor. Moment DEFLECTIONS Center Right Live Load 0.11 IN U1306 0.16 IN U970 Dead Load 0.07 in 0.07 in Total Load 0.18 IN U782 0.23 IN U665 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A 822 Ib 4097 Ib 1122 Ib 872 Ib 4005 Ib 792 Ib 1693 Ib 8103 Ib 1915 Ib 0.47 in 2.27 in 0.54 in REAM DATA Center Right Span Length 12 ft 12.75 ft Unbraced Length -Top 0 ft 0 ft Unbraced Length -Bottom 12 ft 12.75 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Rase Values Bending Stress: Fb = 2400 Fb_cmpr = 1850 Cd=1.00 CI=0.99 Shear Stress: Fv = 265 Cd=1.00 Modulus of Elasticity: E = Comp. - to Grain: Fc - -L = psi psi Adjusted Controlled by: Fb_cmpr = 1836 psi psi Fv' = 265 psi 1800 ksi E'= 1800 ksi 650 psi Fc - -1-' = 650 psi Controlling Moment: -8943 ft-lb Over left support of span 3 (Right Span) Created by combining all dead loads and live loads on span(s) 2, 3 Controlling Shear: 4339 Ib At a distance d from left support of span 3 (Right Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: 13%0 Provided 58.46 in3 74.25 in3 24.56 in2 49.5 in2 123.95 in4 334.13 in4 -8943 ft-lb 11358 ft-Ib 4339 Ib 8745 Ib 9/30/2014 12:53:18 PM Page of 3C) Carolyn Tyrrell Tyrrell Engineering 2121 Meridian E, Ste 1B Edgewood, WA 98371 StruCalc Version 9.0.1.3 LOADING DIAGRAM UNIFORM LOADS Center Right Uniform Live Load 0 pif 0 p1f Uniform Dead Load 0 pIf 0 p1f Beam Self Weight 11 p1f 11 p1f Total Uniform Load 11 pif 11 pIf POINT LOADS - CENTER SPAN Load Number One Live Load 375 lb Dead Load 345 Ib Location 6.5 ft RIGHT SPAN Load Number One Live Load 1030 Ib Dead Load 770 Ib Location 1.75 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number fatg : Left Uve Load 115 pIf 202 pIf Left Dead Load 155 pIf 225 p1f Right Live Load 115 ptf 202 pIf Right Dead Load 155 pIf 225 pIf Load Start 0 ft 6.5 ft Load End 6.5 ft 12 ft Load Length 6.5 ft 5.5 ft RIGHT SPAN, Load Number Dig Two Left Live Load 202 pIf 187 Of Left Dead Load 225 p1f 150 Of Right Live Load 202 Of 187 p11 Right Dead Load 225 p1f 150 pIf Load Start 0 ft 1.75 ft Load End 1.75 ft 12.75 ft Load Length 1.75 ft 11 ft Project: LAMB Location: 7) NEW SIDE DECK ROOF BEAMS Roof Beam 12 International Building Code(2012 NDS)) INx5.5INx4.OFT #2 - Hem -Fir - Dry Use Section Adequate By: 316.7% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN U4206 Dead Load 0.01 in Total Load 0.02 IN U2351 Live Load Deflection Criteria: U240 Carolyn Tyrrell Tyrrell Engineering 2121 Meridian E, Ste 1B Edgewood, WA 98371 StruCalc Version 9.0.1.3 9/30/2014 12:53:19 PM Page ZG. fa V Total Load Deflection Criteria: U180 REACTIONS Live Load Dead Load Total Load Bearing Length A j3 250 Ib 250 Ib 197 Ib 197 lb 447 lb 447 Ib 0.32 in 0.32 in BEAM DATA Span Length 4 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. L to Grain: ontrolling Moment: 447 ft-lb 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 349 lb At a distance d from support. Created by combining all dead and live loads. Base Values Adjusted Fb = 850 psi Fb' = 1267 psi Cd=1.15 CI=1.00 CF=1.30 Fv = 150 psi Fv' = 173 psi Cd=1.15 E = 1300 ksi E' = 1300 ksi Fc ---= 405 psi Fc--- = 405 psi Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read Provided 4.23 in3 17.65 in3 3.03 in2 19.25 in2 3.71 in4 48.53 in4 447 ft-Ib 1864 ft-Ib 349 Ib 2214 lb j,OADING DIAGRAM 4ft- ROOF LOADING Side One: Roof Live Load: LL = Roof Dead Load: DL Tributary Width: TW = Side Two: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = 25 psf 17 psf 3 ft 25 psf 17 psf 2 ft Wall Load: WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 4 ft Beam Self Weight: BSW = 4 plf Beam Uniform Live Load: wL = 125 pif Beam Uniform Dead Load: wD_adj = 99 plf Total Uniform Load: wT = 224 pif Project: LAMB Location: 8) NEW SIDE DECK BEAMS Uniformly Loaded Floor Beam !?012 Intemational Building Code(2012 NDS)] ,INx5.5INx6.5FT - Hem -Fir - Wet Use Section Adequate By: 21.1 Controlling Factor: Moment DEFLECTIONS Center Live Load 0.14 IN U551 Dead Load 0.04 in Total Load 0.18 IN U435 Live Load Deflection Criteria: U360 Carolyn Tyrrell Tyrrell Engineering 2121 Meridian E, Ste 1B Edgewood, WA 98371 StruCalc Version 9.0.1.3 9/30/2014 12:53:20 PM Total Load Deflection Criteria: U240 REACTIONS A Live Load 650 Ib 650 Ib Dead Load 174 Ib 174 Ib Total Load 824 Ib 824 Ib Bearing Length 0.87 in 0.87 In BEAM DATA Center Span Length 6.5 ft Unbraced Length -Top 1.33 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -- to Grain: Base Values Adjusted Fb = 850 psi Fb' = 1103 psi Cd=1.00 CI=1.00 CF=1.30 Fv = 150 psi Fv' = 146 psi Cd=1.00 Cm=0.97 E = 1300 ksi E' = 1170 ksi Cm=0.90 Fc -1= 405 psi Fc -1-' = 271 psi Cm=0.67 Controlling Moment: 1339 ft-lb 3.25 ft from left support Created by combining all dead and live loads. Controlling Shear: -709 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Reo'd Provided 14.57 in3 17.65 in3 7.31 in2 19.25 in2 31.68 in4 48.53 in4 1339 ft-Ib 1622 ft-Ib -709 lb 1867 Ib LOADING DIAGRAM FLOOR LOADING Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 10 psf 10 psf Floor Tributary Width FTW = 2.5 ft 2.5 ft Wall Load WALL = 0 plf BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 200 pif wD = 50 plf BSW = 4 pif wT = 254 plf . Project: LAMB Location: 9) NEW MAIN FLOOR BEAM Multi -Loaded Multi -Span Beam - 0512 International Building Code(2012 NDS)] IN x 7.5 IN x 17.25 FT (9 + 8.2) [4F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 12.5% Controlling Factor. Moment DEFLECTIONS Center Right Live Load 0.13 IN U837 0.07 IN U1371 Dead Load 0.08 in 0.02 in Total Load 0.21 IN U526 0.09 IN L/1060 Live Load Detection Criteria: U360 Total Load Deflection Criteria: U240 Carolyn Tyrrell Tyrrell Engineering 2121 Meridian E, Ste 18 Edgewood, WA 98371 StruCalc Version 9,0.1.3 9/30/2014 12:53:20 PM page 2,K of REACTIONS Live Load Dead Load Total Load Bearing Length A 973 Ib 4263 Ib 1256 lb 748 Ib 3548 lb 814 Ib 1721 lb 7811 Ib 2070 lb 0.48 in 2.18 in 0.58 in BEAM DATA Center Right Span Length 9 ft 8.25 ft Unbraced Length -Top 0 ft 0 ft Unbraced Length -Bottom 9 ft 8.25 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.00 C1=1.00 Fv = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi romp. 1 to Grain: Fc -1 = 650 psi Bending Stress: Shear Stress: Adjusted Controlled by: Fb_cmpr = 1842 psi Fv' = 265 psi E' = 1800 ksi Fc-1'= 650 psi Controlling Moment: -7034 ft-Ib Over right support of span 2 (Center Span) Created by combining all dead Toads and live loads on span(s) 2, 3 Controlling Shear: -3854 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live Toads on span(s) 2, 3 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Reo'd 45.83 in3 21.81 in2 88.25 in4 -7034 ft-Ib -3854 Ib Provided 51.56 in3 41.25 in2 193.36 in4 7915 ft-lb 7288 Ib LOADING DIAGRAM 2 2 UNIFORM LOADS Center Riatit Uniform Live Load 80 pif 80 plf Uniform Dead Load 95 plf 95 plf Beam Self Weight 9 plf 9 plf Total Uniform Load 184 pit 184 plf POINT LOADS - CENTER SPAN Load Number +fig Two Live Load 1210 Ib 1030 Ib Dead Load 849 Ib 770 Ib Location 5 ft 6 ft RIGHT SPAN Load Number One Two Live Load 1210 Ib 1210 Ib Dead Load 849 Ib 849 lb Location 1.25 ft 6.25 ft Project: LAMB Location: NEW DECK JOISTS Floor Joist 12 International Building Code(2012 NDS)) IN x 7.25 IN x 5.0 FT @ 16O.C. #2 - Hem -Fir - Wet Use Section Adequate By: 516.6% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN U4459 Dead Load 0.00 in Total Load 0.02 IN U3567 Live Load Deflection Criteria: U480 Carolyn Tyrrell Tyrrell Engineering 2121 Meridian E, Ste 1B Edgewood, WA 98371 StruCalc Version 9.0.1.3 9/30/2014 12:53:23 PM page Total Load Deflection Criteria: L/360 REACTIONS A Live Load 133 Ib 133 Ib Dead Load 33 lb 33 Ib Total Load 167 Ib 167 Ib Bearing Length 0.41 in 0.41 in REAM DATA Center Span Length 5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Floor Duration Factor 1.00 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: omp.1 to Grain: Base Values Adjusted Fb = 850 psi Fb' = 1173 psi Cd=1.00 CF=1.20 Cr-1.15 Fv = 150 psi Fv' = 146 psi Cd=1.00 Cm=0.97 E = 1300 ksi E' = 1170 ksi Cm=0.90 Fc-1= 405 psi Fc-1'= 271 psi Cm=0.67 Controlling Moment: 208 ft-Ib 2.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 127 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Reo'd Provided 2.13 in3 13.14 in3 1.31 in2 10.88 in2 5.13 in4 47.63 In4 208 ft-Ib 1284 ft-lb 127 Ib 1055 Ib LOADING DIAGRAM JOIST LOADING Uniform Floor Loading Center Live Load LL = 40 psf Dead Load DL = 10 psf Total Load TL = 50 psf TL Adj. For Joist Spacing wT = 66.7 pif Project: IAMB Location: NEW MAIN FLOOR JOISTS Floor Joist "V12 International Building Code(2012 NDS)) 110 / 11.875 - iLevel Trus Joist x 7.0 FT @ 16 0.C. Section Adequate By: 254.5% Controlling Factor: End Reaction 9EFLECTIONS Center Live Load 0.02 IN U5041 Dead Load 0.01 in Total Load 0.02 IN U3666 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U360 Carolyn Tyrrell Tyrrell Engineering 2121 Meridian E, Ste 1B Edgewood, WA 98371 REACTIONS A J1 Live Load 187 Ib 187 lb Dead Load 70 Ib 70 Ib Total Load 257 Ib 257 Ib Bearing Length 1.75 in 1.75 in Web Stiffeners No No BEAM DATA Center Span Length 7 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Floor Duration Factor 1.00 J.JOIST PROPERTIES TJI 110 / 11.875 - 'Level Trus Joist J3ase. Values Moment Cap: Mcap = 3160 ft-lb Cd=1.00 Shear Stress: Vcap = 1560 Ib Cd = 1.00 End Reaction: Rcap = 910 lb Cd = 1.00 w/ web stiffeners: RcapWS = 0 Ib Cd = 1.00 Interior Reaction: IRcap = 1935 lb Cd = 1.00 w/ web stiffeners: 1RcapWS = 2295 Ib Cd = 1.00 E.1.: El = Adjusted Mcap' = 3160 ft-lb Vcap' = 1560 Ib Rcap' = 910 Ib RcapWS' = 0 Ib IRcap' = 1935 Ib IRcapWS' = 2295 Ib 267 lb-in2 El' = 267 lb-in2 Controlling Moment$49 ft-lb 3.5 Ft from left support of span 3 (Right Span) Created by combining all dead and live loads. Controlling Shear: 257 Ib 0.0 Ft from left support of span 2 (Center Span) Created by combining all dead and live loads. Comparisons with required sections: E.I.: Moment: Shear: Reo'd 26 in2-lb E6 449 ft-Ib 257 Ib Provided 267 in2-lb xE6 3160 ft-lb 1560 Ib StruCalc Version 9.0.1.3 LOADING DIAGRAM 9/30/2014 12:53:24 PM JOIST LOADING Uniform Floor Loading Live Load Dead Load Total Load Center LL = 40 psf DL = 15 psf TL = 55 psf TL Adj. For Joist Spacing wT = 73.3 plf City of Tukwila Department of Community Development 7/1/2015 TODD POWELL 22211 MARINE VIEW DR S DES MOINES, WA 98198 RE: Permit No. D14-0320 LAMB ADDITION 4251 S 139 ST Dear Permit Holder: Jim Haggerton, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 8/26/2015. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 8/26/2015, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D14-0320 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 M•B architect s ARCHITEDTURE AND/PLANNING 15 Oct. 14 Department of Community Development Ms. Jennifer Marshall 6300 Southcenter Blvd. Suite 100 Tukwila, WA 98188 806 NORTH 2ND STREET TACOMA WA 98403 P: 253.752.9409 F: 253.752.0538 RE: Project# D14-0320 - Lamb Addition Dear Ms. Marshall: We have reviewed your Correction Letter dated 08 Oct. 14 and have made the corrections to the plans. I have listed each of your comments by sheet number below with our response. CORRECTIONS: Building Department 1. See attached structural calculations. 2. See attached structural detail sheet and revised sheet A2.1. The foundation connection notes have been added to the foundation plan. 3. See revised sheet A2.2. Safety glazing has been called out at the bathtub window and dining room window. 4. See revised sheet A2.3. A Carbon Monoxide Alarm has been added to the upper floor. Planning Department 1. TMC 18.50.050 would pertain to "new" single family dwellings. This project is a remodel of an existing single family dwelling. The existing roof already has a mixture of 4:12 and 6:12 roof pitches. 2. See revised sheet T1.0. The stream and the 50 foot buffer have been added to the plans. The drawing sheets that have been revised are being submitted along with this letter per your request. If you have any questions regarding the above responses, please do not hesitate to call. Sincerely, Lawrence Aranda Project Manager �14-03� CORRECTION RECEIVED CITY OF TUKWILA OCT 162O1 PERMIT CENTER City of Tukwila Department of Community Development October 08, 2014 TODD POWELL 22211 MARINE VIEW DR S DES MOINES, WA 98198 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D14-0320 LAMB ADDITION - 4251 S 139 ST Dear TODD POWELL, Jim Haggerton, 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. 1. Please provide the structural calculations for this project. 2. Foundation connection could not be seen on the engineered plans. Engineering shall provide the detail and method for foundation connections where the new foundation connects to the existing. Inspections shall be required for verification of epoxy connections prior to installing the epoxy. 3. Show safety glazing next to the bathtub and dining room door. (IRC R308.4.2 & R308.4.5) 4. CO detector shall be required on the top floor. This can be redlined on the current plan submitted. PLANNING DEPARTMENT: Carol Lumb at 206-431-3661 if you have questions regarding these comments. 1. TMC 18.50.050 6. requires that roofs have a minimum pitch of 5:12. 2. Please identify the location of the stream and 50 ft. buffer on the site plan to show that the proposed new patio is outside of the buffer area. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) 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. If you have any questions, I can be reached at 206-433-7165. Sincerely, r Marsha Technician File No. D14-0320 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0320 DATE: 10/16/14 PROJECT NAME: LAMB ADDITION SITE ADDRESS: 4251 S 139 ST Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: O -("l Building Division 11 Public Works ❑ Fire Prevention Structural ❑ Planning Division Permit Coordinator 0 PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 10/21/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11/18/14 Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW 0 Staff Initials: 12/18/2013 ?ERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0320 DATE: 10/03/2014 PROJECT NAME: LAMB ADDITION SITE ADDRESS: 4251 S 139 ST X Original Plan Submittal Response to Correction Letter # Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: 0 14 Building Division tpRY\A N\A \Lai' M Public Works mu io-o(Q' L4 Fire Prevention II Planning Division II � NIA 10.01•(1)1 Structural Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 10/07/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11/04/14 Approved Corrections Required (corrections entered in Reviews Approved with Conditions Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: ICE ��y In `L( Departments issued corrections: Bldg' Fire ❑ Ping PW ❑ Staff Initials: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: C tini -'p \ Co'cv\, C\% Plan Check/Permit Number: D 14-0320 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner RECEIVED Crry OF Ttomt,a OCT 1 C 2014 $Milt' m' Project Name: Lamb Addition Project Address: 4251 S 139 St Contact Person:1000 C7o W G_1� Phone Number: G2.4Z� Summary of Revision: A'CCAfi C \Q" \P 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 /q/2 ,// L/ f I oci_LC C:\Users\jennifer-m\Desktop\Revision Submittal Form.doc Revised: May 2011 POWELL BUILDERS INC Page 1 of 2 CoWashington State Department of Labor & Industries POWELL BUILDERS INC Owner or tradesperson POWELL, TODD EASTMAN Principals POWELL, TODD EASTMAN, PRESIDENT POWELL, BROOKS BENTON, SECRETARY WA UBI No. 602 565 801 22211 Marine View Drive So DES MOINES, WA98198 206-824-8001 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. POWELBI949KD Effective — expiration 05/04/2006— 07/16/2016 Bond DEVELOPERS SURETY & INDEM CO Bond account no. 576586C Received by L&I 05/04/2006 Insurance WESCO INS CO Policy no. WPP102159700 Received by L&I 02/04/2014 Insurance history Savings $12,000.00 Effective date 02/13/2006 Expiration date Until Canceled $1,000,000.00 Effective date 03/15/2011 Expiration date 03/15/2015 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602565801 &LIC=POWELBI949KD&SAW= 11/03/2014