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HomeMy WebLinkAboutPermit D16-0166 - LE RESIDENCE - DECK REMODELLE RESIDENCE 4815 S 1O7Th ST EXPIRED 12/10/2018 D16-0166 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.Rov 5476800100 4815 S 107TH ST LE RESIDENCE DEVELOPMENT PERMIT Permit Number: D16-0166 Issue Date: 8/5/2016 Permit Expires On: 2/1/2017 Owner: Name: Address: RYAN WAY LLC 1826 E NANETTE AVE , WEST COVINA, WA, 91792 Contact Person: Name: LUU LE Address: 4725 S 107TH ST, TUKWILA, WA, 98178 Contractor: Name: OWNER AFFIDAVIT Address: License No: Lender: Name: Address: ,,, ,,, Phone: (206) 276-4559 Phone: Expiration Date: DESCRIPTION OF WORK: DECK REMODEL. REISSUANCE OF EXPIRED PERMITS AND APPLICATIONS D10-324, D11-299, D13-310 AND D14-0362 REQUIRED BY RFA10-466 Project Valuation: $2,000.00 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $224.66 Occupancy per IBC: R-3 Water District: TUKWILA Sewer District: NONE Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: PM1(/ /6Jl?7,i Date: I hearby certify that I have read and examined this permit and knovdthe 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 agree to the conditions attached to this permit. Signature: Print Name: Date: 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: Pursuant to TMC 18.10.020.2, the attached accessory dwelling unit cannot be sold as a condominium, and one of the residences must be the primary residence of a person who owns at least 50% of the property. 2: ***BUILDING PERMIT CONDITIONS*** 3: 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. 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: 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: 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. 10: 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. 11: 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). 12: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 13: 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. 14: 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. 15: 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** 0301 CONCRETE SLAB 0201 FOOTING 0200 FOUNDATION WALL 0409 FRAMING 0606 GLAZING 0502 LATH & GYPSUM 0104 REMOVE STOP WORK 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKOLA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov a Building Permit No. Project No. `_Di (- oit,, (, Date Application Accepted: Date Application Expires: (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.: 64-7G & o w 00 Site Address: 47 2 S S i a 7 TB 'U kW; LA 9i(78 Suite Number: 0 Floor: .2 Tenant Name: j_uw1 New Tenant: ❑ Yes. No PROPERTY OWNER Name: KrA W !i- C-- Address: City: IA KW I LA State: rl . x Zip: (7 CONTACT PERSON - person receiving all project communication Name: ut, Address: 47c2c s . 107 T-# , City: I U K (,(9, I L-A- State: W, A Zip: I q g 7 ! : Phone:,6 276 4& 7 Email:_siAtt GENERAL CONTRACTOR FORMATION Company Name: t r -AAddress: �V City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name: VZ/vA. Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: Engineer Name: R Litt No AA E i 0 N tC.N- Address: 6 8.30 - u 7 i�l1 - tj City: KE ki My RE State: cu, A Zip: eig^ n x u Phone:ow 563- g076Fax: Email: r YI I _ 1 / ,� 111 � � i���M"TJD . CQ7n LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: H:\Applications\Forms-Applications On Line\2012 Applications'Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 1 of 4 BUILDING PERMIT INFORMATIO0206-431-3670 d Valuation of Project (contractor's bid price): $ 0, £i 0 I Existing Building Valuation: $ k LZ7' . 0 Describe the scope of work (please provide detailed information): Dark t-e_mOo i; 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 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC lat Floor 2na Floor w A 1 6 �� 3ra Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck 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): 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: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 0 No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications 0n Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 2 of 4 PUBLIC WORKS PERMIT INFZIATION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ .. Tukwila ❑ ...Water District # 125 ❑ .. Water Availability Provided Sewer District ❑ .. Tukwila ❑ .. Sewer Use Certificate ❑...Valley View ❑ ...Sewer Availability Provided ❑...Highline 0... Renton ❑... Renton 0... Seattle Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ .. Civil Plans (Maximum Paper Size — 22" x 34") ❑ .. Technical Information Report (Storm Drainage) ❑ .. Bond ❑... Insurance 0... Easement(s) Proposed Activities (mark boxes that applv): ❑ .. Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - No Disturbance ❑ .. Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ❑ ❑ .. Total Cut ❑ .. Total Fill cubic yards cubic yards ❑ .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control ❑ .. Backflow Prevention - Fire Protection Irrigation Domestic Water ❑• ❑• ❑• ❑• ❑... Geotechnical Report O ...Maintenance Agreement(s) ❑ .. Traffic Impact Analysis ❑ .. Hold Harmless — (SAO) ❑ .. Hold Harmless — (ROW) O ...Right-of-way Use - Profit for less than 72 hours O ...Right-of-way Use — Potential Disturbance ❑ ... Work in Flood Zone ❑ ... Storm Drainage .. Abandon Septic Tank .. Curb Cut .. Pavement Cut .. Looped Fire Line 95 99 ❑ .. Permanent Water Meter Size (1) ❑ .. Temporary Water Meter Size (1) ❑ .. Water Only Meter Size ❑ .. Sewer Main Extension Public ❑ ❑ .. Water Main Extension Public 59 99 55 WO # WO # WO # Private ❑ Private 0 ❑ ... Grease Interceptor ❑... Channelization ❑ ... Trench Excavation ❑... Utility Undergrounding (2) " WO # (3) " WO # (2) " WO # (3) " WO # ❑ .. Deduct Water Meter Size 91 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ .. Water ❑ .. Sewer ❑ .. Sewage Treatment Monthly Service Billing to: Name: Mailing Address: Day Telephone: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:Wpplications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 3 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 OR AUTHORIZED AGENT: )' , Signature: Date: r 26 It Print Name: L(tt4 £, Day Telephone: / 2..) 6 .- (f1' Mailing Address: 7 / v�-� s 167 741- ST- TI4 (LW I l _-A LEA ' / ` w City State Zip H:\Applications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 4 of 4 1 74 4 Cash Register Receipt City of Tukwila Receipt Number R9131 DESCRIPTIONS ACCOUNT QUANTITY PAID $224.66 PermitTRAK D16-0166 Address: 4815 S 107TH ST Apn: 5476800100 $224.66 DEVELOPMENT $218.18 PERMIT FEE R000.322.100.00.00 0.00 $129.50 PLAN CHECK FEE R000.345.830.00.00 0.00 $84.18 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $6.48 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R9131 R000.322.900.04.00 0.00 $6.48 $224.66 Date Paid: Friday, August 05, 2016 Paid By: LUU LE Pay Method: CREDIT CARD 154994 Printed: Friday, August 05, 2016 12:49 PM 1 of 1 (!SYSTEMS Engineering tecinstruct LLC 6830 NE Bothell Way Suite C, PMB 181 Kenmore, WA 98028 Phone (206) 553 9076 rheimisch@vohoo.com www,tecinstruct.com STRUCTURAL DESIGN Client: Luu Le Project: 4725 S 107th Street Tukwila, WA Description: Remodel Building Codes: IBC/IRC 2012 ASCE 7-10 Structural Design/ EOR: Date Roland Heimisch, P. E. Lic # 42479 06/16/2016 RE VIEATEbOk CODE COMPLIANCE APPROVED AUG 0 2 2016 City of Tuicwito 1.12_,EALIDINc DNIDlort4 RECEIVED CITY OF TUKWILA N 2 0 2T3 PERMIT CiNTER 067,(7/t buo-olvo Engineering 1. LATERAL DESIGN tecinstruct LLC 1 6830 NE Bothell Way Suite C, PMB 181 Kenmore, WA 98028 Phone (206) 553 9076 rheimisch@yahoo.com Project: Luu Le, Remodel. 4725 I07`h Street, Tukwila, WA 2 1.1 Seismic Design Criteria Basic Seismic -Force -Resisting System Diaphragms / Shear Walls Medium Building Height H = 30 ft Seimic Use Group I Importance Factor le = 1.0 Site Class D Seismic Design Category D Response Factor R = 6.5 (light frame wood building) Mapped Acceleration SS = 1.392 Si = 0.505 < 0.6 Site Coefficient Fa = 1.000 F, = 1.535 Design Acceleration SD, = 0.928 SD, = 0.505 I = 1.0 Ct = 0.02 K = 0.75 Fundamental Period Ta = Ct x (hr,)K = 0.02 x (30)o1e = 0.256 sec Seismic Response Coefficient CS = SDs / (R/I) = 0.928 / (6.5/1.0) = 0.143 max CS = SD, / (T x R/I) = 0.505/ (0.256x6.5/1) = 0.303 min CS = = 0.01 » CS = 0.143 Building Weight (addition only) The weight of the walls is applied by adding 5 psf to the roof/floor dead loads Deck W = (10 + 5) psf x 210 sqft = 3,150 Ibs Floor W = (12 + 5) psf x 210 sqft = 3,570 Ibs Base Shear Vsase = Cs x W = 0.143 x 6,720 = 960 Ibs Design Shear: To convert from strength level to ASD, Base Shear is multiplied by 0.7 VDesign = 0.7 x 960 = 670 Ibs As wind Iaods govern in both directions, no further seismic evaluation is performed tecinsvuct LLC, Kenmore, WA 98028 Project: Luu Le, Remodel, 4725 107`h Street, Tukwila, WA 3 1.2 Wind Design All Heights Method per ASCE 7-10 Design Criteria: Ultimate Design Wind Speed 110 MpH ASD Wind Speed 85 MpH Exposure g Importance Factor I, 1.0 Adjustment Factor A 1.0 Wind Speed up factor Kzt 1.0 Roof Slope 30 degrees KZ per table 37.3-1 ASCE 7-10 for medium height 30 ft 0.70 For simplicity and conservatively Kb = Kz For positive internal pressure Cnet For negative internal pressure Cnet = 0.43 — (-0.51) = 0.73 — (-0.21) = 0.94 0.94 Wind pressure p = 0.00256 x V2 x Kz x Cnet x Kzt = 12 psf (governs) Compare to minimum wind load 16 psf x 0.7 (to convert to ASD) = 11.2 psf Tributary wind area on addition A = 6 x 4 + 15 x 8 = 144 sqft Total wind shear = 144 sqft x 12 psf = 1,728 Ibs »> wind governs Uniform wind Toads Deck diaphragm w/ trib h 4 ft Floor diaphragm w/ trib h 8 ft w = 4 x 12 = 48 plf, say 50 w = 8 x 12 = 96 plf, say 100 tecinstruct LLC, Kenmore, WA 98028 Project: Luu Le Residence Shear Wall Types a U O 63a. E V) ao, U - L Ee �1 U - • V . m 13 et = • • K a E C) (i xcc N O O N co co co co N N • L 0-6-p-i -a�y+ X O a N Z m N m r N Z• ° 0 E CV (A G) U O Z • N co 0 ID 0 Z la U c 0 a c° N a N 0 0 U v! 3 0 0 CO U) 1.0 N rn J 4 tecinstruct LLC, Kenmore, WA 98028 Project: Luu Le Residence Shear Plane 1 CC) CO LO Lf) T T 0) 0) CO CO Y O Y rn 0) 2 co M ra- 0 2 CO CO N N co CO Cr) O O LO CO N O O CO N _N N CO c4 (0 CO CO CO N CO CO CO CO CO 00 CO CO CO O O 0 CO C.O CO CO CO o O o O o o 0) 0) 0) Y 41 .5 Cr.. J o o 0Lf) 0 0 'a _ y R r M M T r CD 0 Q N17) 0 .c co co co co coo c 0 0 C 0) O as = Ln is?C.)O O 't3 CA •i —IN N N N N .�.. co 0 Q co c T T T T T 0 akin .- T .— T 1:3L Q. �) c a) cD Lo I_ 00 0 1 a) >� T T a a a a .cog a) i0 O �_ N O Q co3 L c > Li_ Shear design c 0 a) J L crs J C) CD Lf) 0 T Q) L O in � LV cn N wal y N T J CO 0 LC) A N N. 0) 11 LO N x O Ln ( > 0 c0 0 0 a)) -o Cn wedge anchor capacity 2 x 1,215 = 2,430 Ibs at corners: LTT19 w/ capacity 1,125 Ibs 5 tecinstruct LLC, Kenmore, WA 98028 Engineering 2. GRAVITY DESIGN tecinstruct LLC 6 6830 NE Bothell Way Suite C, PMB 181 Kenmore, WA 98028 Phone (206) 553 9076 rheimisch@vahoo.com Project: Luu Le, Remodel, 4725 I071h Street, Tukwila, WA 7 2.1 Design Criteria Dead Loads Roof Coating/Waterproofing 2.0 Sheathing OSB/Plywood 15/32" 2.0 Trusses / Framing 3.0 Insulation R-38 1.2 Gypsum Board 5/8" 2.8 Miscellaneous (Sprinkler, HVAC etc) 1.5 Total 12.5, say 15 psf Floors Living Finished Floor (carpet) 1.0 Sheathing OSB/Plywood 3/4" 2.5 Floor Joists /TJIs 2.5 Insulation R-11 1.0 Gypsum Board 5/8" 2.8 Miscellaneous (Sprinkler, HVAC etc) 1.5 Total 11.3, say 12 psf Decks/Balconies Decking 3.0 Floor Joists / TJIs 2.5 Miscellaneous (Railing/Waterproofing) 1.5 Total 7.0 say 8 psf Ext. Walls Siding 3.0 Sheathing 15/32" OSB/Plywood 2.0 2x6" Studs @ 16" o.c. 1.5 Insulation R-21 0.6 Gypsum Board 5/8" 2.8 Total 9.9, say 10 psf Int. Walls 2x4" Studs @ 16" o.c. 1.5 Gypsum Board (2 sides) 5/8" 5.6 Total 7.1, say 8 psf Live Loads Roof 20 psf Living areas/Decks/Balconies 40 psf Snow Load Snow Ground Load 25 psf Snow Roof Load (no reduction applied) 25 psf Snow Exposure Factor Ce = 1.0 Snow Load Importance Factor Is = 1.0 Thermal Factor Ct = 1.0 �� ll� tecinstruct LLC, Kenmore, WA 98028 Project: Luu Le, Remodel, 4725 l07`" Street, Tukwila, WA 8 2.2 Covered Deck List of designed members Key No. 1.1 Rafters, HF No. 2, 2x8", @ 24" o.c. Key No. 1.2 Header, DF No. 2, 4x6" Key No. 1.3 Floor Joist, HF No. 2, 2x10", @ 16" o.c. Key No. 1.4 Garage Header, DF No. 2, 6x10" Key No. 1.5 Garage Header, Glulam WS. 24F-1.8E, 5-1/8x10-1/2" Key No. 1.6 (E) Beam, verify min Glulam WS, 5-1/8x10-1/2" Key No. 1.7 (E) Beam, verify min Glulam WS, 5-1/8x18" fl 0.0 1i1 tecinstruci LLC, Kenmore. WA 98028 Project: Luu Le, Remodel, 4725 I07th Street, Tukwila, WA 9 Key No. 1.1 Rafters, HF No. 2, 2x8", @ 24" o.c. Span: = 6 ft Load: DL = 12 psf LL = 40 psf SL = 25 psf Per span tables, no numeric calculation Connection to ledger: Simpson LU28 Key No. 1.2 Header, DF No. 2, 4x6" Span: L = 3.5 ft Load: deck w/ trib 3 ft DL = 3 x 15 = 45 plf LL = 3 x 40 = 120 pif SL = 3 x 25 = 75 plf For calculation see attached design sheets Key No. 1.3 Floor Joist, HF No. 2, 2x10", @ 16" o.c. Span: = 6 ft Load: DL = 12 psf LL = 40 psf Per span tables, no numeric calculation Connection to ledger: Simpson LU210 Key No. 1.4 Garage Header, DF No. 2, 6x10" Span: = g ft Load: deck w/ trib 3 ft, floor w/ trib 3 ft, wall w/ h = 8 ft DL = 2x3x12+8x10 = 152p1f LL = 2x3x40 = 240 pif For calculation see attached design sheets Key No. 1.5 Garage Header, Glulam WS. 24F-1.8E, 5-1/8x10-1/2" Span: = 16 ft Load: deck w/ trib 3 ft, floor w/ trib 3 ft, wall w/ h = 8 ft DL = 2x3x12+8x10 = 152p1f LL = 2 x 3 x 40 = 240 plf For calculation see attached design sheets r111 tecinstruct LLC, Kenmore, WA 98028 Project: Luu Le, Remodel, 4725 107`h Street, Tukwila, WA 10 Key No. 1.6 (E) Beam, verify min Glulam WS, 5-1/8x10-1/2" Span: = 11 ft Load: upper floor/deck w/ trib 10 ft, lower/deck w/ trib 8 ft, wall w/ h = 18 ft DL = 18x12+18x10 = 396p1f LL = 18 x 40 = 720 plf For calculation see attached design sheets Key No. 1.7 (E) Beam, verify min Glulam WS, 5-1/8x18" Span: = 19 ft Load: upper floor/deck w/ trib 10 ft, lower/deck w/ trib 8 ft, wall w/ h = 18 ft DL = 18x12+18x10 = 396p1f LL = 18 x 40 = 720 plf For calculation see attached design sheets �� III tecinstruct LLC, Kenmore, WA 98028 di WoodWorks' SOf1 nAR* fOQ WOOD DESIGN COMPANY July 30, 2013 22:44 PROJECT 11 Huseby Residence Redondo WA98198 1_2 Ridge Beam Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location (ft) Start End Magnitude Start End Unit DL SL Dead Snow Full UDL Full UDL No Yes 225.0 375.0 plf plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : A 0 2 331 Unfactored: Dead Other Factored: 4865 6587 4275 5800 Total Bearing: 11452 10076 Load Comb Length Cb #0 0.00 0.00 #2 1.26 1.30 #4 1.44 1.00 Glulam-Unbal., West Species, 24F-1.8E WS, 10-3/4x21" Self -weight of 51.97 pif included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2o05 : Criterion Analysis Value Design Value Analysis/Design Shear Bending(*) Bending(-) Deflection: fv = 60 fb = 1182 fb - 18 Fv' = 305 Fb' = 2332 Fb' = 1666 fv/Fv' = 0.20 fb/Fb' = 0.51 fb/Fb' = 0.01 Interior Live Total Cantil. Live Total 0.52 = L/716 1.09 = L/340 -0.11 - L/224 -0.22 = L/107 0.77 = L/480 1.55 = L/240 0.10 = L/240 0.20 = L/120 0.67 0.70 1.07 1.12 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.15 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 0.845 1.00 1.00 1.00 1.00 4 Fb'- 1450 1.15 1.00 1.00 0.999 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 1.00 1.00 - - - 1.00 - - E' 1.8 million 1.00 1.00 - - - 1.00 - - 4 Emin' C.85 million 1.00 1.00 - - - - 1.00 - - 4 Shear : LC #2 - D+S, V = 10148, V design = 9007 .bs Bending(+): LC #4 = D+S (pattern: sS), M - 77855 lbs ft Bending(-): LC #2 = D+S, M = 1200 lbs-ft Deflection: LC #4 = D+S (pattern: SS) (live) LC #4 = D+S (pattern: SS) (total) EI = 14933e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load Pattern: s=S/2, X=L+S or 0+Lr, _=no pattern load in this span Load combinations: ASCE 7 05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 7. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design. ig 1 WoodWorks® SOf'WAR i 1'04 W000 DESIGN COMPANY July 30, 2013 22:46 PROJECT 12 Huseby Residence Redondo WA 98198 1 _3 Ridge Beam Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DL SL Dead Snow Full UDL Full UDL No Yes 225.0 375.0 plf plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 1 I 0' 11' 13' Unfactored: Dead Other Factored: 1473 2028 2128 2881 Total Bearing: 3501 5008 Load Comb Length Cb #3 0.50 1.00 #2 0.50* 1.75 #0 0.00 O.00 `Min. bearing length for beams is 1/2" for intermediate supports Glulam-Unbal., West Species, 24F-1.8E WS, 10-3/4x21" Self -weight of 51.97 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Bending(-) Deflection: fv = 17 fb = 143 fb = 20 Fv' = 305 Fb' = 2592 Fb' = 1667 fv/Fv' = 0.06 fb/Fb' = 0.06 fb/Fb' = 0.01 Interior Live Total Cantii. Live Total 0.01 = <L/999 0.02 = <L/999 -0.00 - <L/999 -0.01 = <L/999 0.28 = L/480 0.55 = L/240 0.10 = L/240 0.20 = L/120 0.03 0.03 0.04 0.04 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.15 1.00 1.00 - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 0.939 1.00 1.00 1.00 1.00 - 3 Fb'- 1450 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - •- 1.00 - 2 Shear : LC #2 = D+S, V = 3704, V design = 2563 lbs Bending(+): LC #3 = D+S (pattern: Ss), M = 9402 lbs•ft Bending(-): LC #2 = D+S, M = 1304 lbs-ft Deflection: LC #3 = D+S (pattern: Ss) (live) LC #2 = D+S (total) EI = 14933e06 ib-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load Pattern: s=S/2, X=L+S or L+Lr, = no pattern load in this span Load combinations: ASCE 7-05 diWoodWorks® SOFMORE FOR WOOD DESIGN COMPANY July 30, 2013 22:59 PROJECT 13 Huseby Residence Redondo WA 98198 1 _4 Beam Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location (ft] Start End Magnitude Start End Unit DL SL Dead Snow Point Point 3.00 3.00 4900 6600 lbs lbs MAXIMUM REACTIONS (Ibs1 and BEARING LENGTHS (in1 : si Unfactored: Dead Other Factored: 2492 3300 2492 3300 Total Bearing: ;;792 5792 Load Comb Length Cb #2 1.74 1.00 #2 1.74 1.00 Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/8x12" Self -weight of 14.16 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv - 141 fb = 1689 0.04 = <L/999 0.08 = L/876 Fv' = 305 Fb' = 2760 0.15 = L/480 0.30 = L/240 fv/Fv' = 0.46 fb/Fb' = 0.61 0.26 0.27 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.O0 2 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 2 Fcp' 650 - 1.00 1.00 -- - - 1.00 E' 1.8 million 1.00 1.00 - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - 1.00 - - 2 Shear : LC #2 = D+S, V = 5792, V design = 5778 lbs Bending(+): LC #2 = D+S, M - 17314 lbs-ft Deflection: LC #2 .= D+S (live) LC #2 = D+S (total) EI = 1328e06 ib-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S-snow W=wind I=impact Lr=roof live Lc -concentrated Ali LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1 1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). e I 1WoodWorks soFIW,RF FOR w000 ® OFSIG' COMPANY July 30, 2013 23:04 PROJECT 14 Huseby Residence Redondo WA 98198 1_5 Beam Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location (ft) Start End Magnitude Start End Unit DL SL Dead Snow Point Point 3.50 3.50 6345 8620 lbs ibs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 7i Unfactored: Dead Other Factored: 3222 4310 3222 4310 Total Bearing: 7532 7532 Load Comb Length Cb #2 2.26 1.00 #2 2.26 1.00 Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/8x12" Self -weight of 14.16 plf included in loads; Lateral support: top.-- full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 183 fb = 2563 0.08 = <L/999 0.17 = L/495 Fv' = 305 Fb' = 2760 0.18 = L/480 0.35 = L/240 fv/Fv' = 0.60 fb/Fb' = 0.93 0.46 0.48 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 mi_lion 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D+S, V = 7532, V design = 7518 lbs Bending(,): LC #2 = D-S, M = 26275 -bs-ft Deflection: LC/� #2 = D+S (live) :.�C #2 = D+S (total) EI = 1328e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1 --1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). d i 1 WoodWorks® SOf neutFFOR w000m ,GN COMPANY July 30, 2013 23:24 PROJECT 15 Huseby Residence Redondo WA 98198 1_6 Header Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DL SL Dead Snow Full UDL Full UDL 150.0 250.0 plf plf MAXIMUM REACTIONS flhn1 and HEARING ILFN[;TNS (inl • A0. 41 Unfactored: Dead Other Factored: 309 500 309 500 Total Bearing: 809 809 Load Comb Length Cb *Min. #2 0.50* 1.00 0.50* 1.00 bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir-L (N), No.1/No.2, 4x6" Self -weight of 4.49 plf included in Toads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 49 fb = 550 0.02 = <L/999 0.02 = <L/999 Fv' = 207 Fb' = 1271 0.13 = L/360 0.20 = L/240 fv/Fv' = 0.23 fb/Fb' = 0.43 0.14 0.12 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - 1.00 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - 1.00 1.00 E' 1.6 million 1.00 1.00 1.00 1.00 - 2 Ervin' C.00 million 1.00 1.00 - 1.00 1.00 2 Shear : LC #2 = D+S, V = 809, V design = 624 lbs Bending(+): LC #2 = D+S, M = 809 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) EI = 78eC6 lb-in2 Total Deflection. = 0.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are ..sted in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. dt Wood Wo r SOFTWARE FOR woun ks® DESIGN COMPANY Aug. 11, 2013 18:12 PROJECT 16 Huseby Residence Redondo W A 98198 1 _7 Header Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft) Start End Magnitude Start End Unit DL SL Dead Snow Full UDL Full UDL 150.0 250.0 plf plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : A1 o, 81 Unfactored: Dead Other Factored: 635 1000 635 1000 Total Bearing: 1635 1635 Load Comb Length Cb #2 0.50* 1.00 #2 0.50* 1.00 *Min. bearing length for beams is 1/2 for exterior supports LSL, 1.3E, 1700Fb, 3-1/2x7-1/4" Self -weight of 8.81 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (In) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 82 fb - 1280 0.16 - L/602 0.21 - L/456 Fv' = 460 Fb' = 1955 0.27 = L/360 0.40 - L/240 fv/Fv' = 0.18 ' fb/Fb' = 0.65 0.60 0.53 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 400 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 1700 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - 2 Fcp' 1400 - - 1.00 - - - - 1.00 - - E' 1.3 million - 1.00 - - - - 1.00 - - 2 Emin' 0.67 million - 1.00 - - - - 1.00 - 2 Shear : LC #2 = D+S, V = 1635, V design = 1388 lbs Bending(+): LC #2 = D+S, M = 3270 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) EI = 144e06 lb-in2 Total Deflection = 0.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. Project: Luu Le, Remodel, 4725 107`h Street, Tukwila, WA 2.3 Uncovered Deck List of designed members Key No. 2.1 Deck Joist, HF No. 2, 2x8", @ 24" o.c., P.T. Key No. 2.2 Beam at Deck, HF No. 2, 6x10", P.T. Key No. 2.3 Deck Post, HF No. 2, 6x6", P.T. Key No. 2.4 Spread Footing, fc = 2,500 psi, 18x18x10" (� Ili tecinstruct LLC, Kenmore, WA 98028 17 Project: Luu Le, Remodel, 4725 l07`h Street, Tukwila, WA 18 Key No. 2.1 Deck Joist, HF No. 2, 2x8", @ 24" o.c., P.T. Span: = 6 ft Load: DL = 12 psf LL = 40 psf SL = 25 psf Per span tables, no numeric calculation Connection to ledger: Simpson LU28 Key No. 2.2 Beam at Deck, HF No. 2, 6x10", P.T. Span: max L = 8 ft Load: deck w/ trib 3 ft DL = 3 x 10 = 30 plf LL = 3 x 40 = 120 plf SL = 3 x 25 = 75 plf For calculation see attached design sheets Key No. 2.3 Deck Post, HF No. 2, 6x6", P.T. Height: max H = 8 ft Load: from (2x) beam 2.2 = 2 x 705 = 1,410 Ibs Per inspection, no numeric calculation Key No. 2.4 Spread Footing, fc = 2,500 psi, 18x18x10" Load from column 2.3 Soil pressure = 1,410 / 2.25 = 627 psf < 2,000 Reinforcement: (2) rebars # 4 each direction 1,410 Ibs Key No. 2.5 Bracing at Beam/Post Connection The deck along the south side is braced with steel plates bolted to the beams and posts (see drawings) With C = 0.143 (from seismic design), weigth 10 psf, and tributary area to front shear plane (rear plane = existing building) 0.5 x 5 x 42 = 1,050 sqft, and factor 0.7 to convert to ASD forces, Total horizontal force V = 0.143 x 0.7 x 1,050 = 315 Ibs w/ (5) posts, H = 0.2 x 315 = 63 Ibs per connection w/ post height 8 ft M = 63 x 8 x 12 = 6,048 lb -in req S = 6,048 / 21,600 = 0.208 in3 w/ plate 4x1/4", and net section 3.375 (reduction for bolt dia.) S = 1/6 x 0.25 x 3.3752 = 0.47 in3 > 0.208 tecinstruct LLC. Kenmore. WA 98028 141 1 WoodWorks' Soft twa .roe woos otsx:k COMPANY Sep. 8, 2013 19:00 PROJECT 19 Huseby Residence Redondo WA 98198 2_4 Header Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DL LL PDL PSL Dead Live Dead Snow Full UDL Full UDL Point Point 3.00 3.00 200.0 400.0 2500 3300 plf pif lbs lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 12i Unfactored: Dead Other Factored: 3133 4875 1883 3225 Total Bearing: 6789 4302 Load Comb Length Cb #3 2.98 1.00 #3 1.89 1.00 Glulam-Unbal., West Species, 24F-1.8E WS, 3-1/2x12" Self -weight of 9.67 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 224 fb = 2593 0.27 = L/531 0.38 = L/375 Fv' = 305 Fb' = 2760 0.30 = L/480 0.60 = L/240 fv/Fv' = 0.74 fb/Fb' = 0.94 0.90 0.64 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.15 1.00 1.00 - - - 1.00 1.00 1.00 3 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Emin' 0.85 million 1.00 1.00 - - - 1.00 - - 3 Shear : LC #3 = D+.75(L+S), V = 6789, V design = 6280 lbs Bending(+): LC #3 = D+.75(L+S), M = 18152 lbs-ft Deflection: LC #3 = D+.75(L+S) (live) LC #3 = D4.75(L+S) (total) EI = 907e06 lb-in2 Total Deflection = 0.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S-snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). eftWoodWorks SO? I WAXFiOf WOOD De$IGSY COMPANY Aug. 19, 2013 16:18 PROJECT 20 Huseby Residence Redondo WA 98198 2_5 Header Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DL LL SL Dead Live Snow Full UDL Full UDL Full UDL 400.0 320.0 200.0 plf plf plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : A 611 Unfactored: Dead Other Factored: 1226 1560 1226 1560 Total Bearing: 2396 2396 Load Comb Length Cb #3 0.50* 1.00 0.50* 1.00 *Min. bearing length for beams is 1/2" for exterior supports LSL, 1.3E, 1700Fb, 3-1 /2x7-1 /4" Self -weight of 8.81 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 103 fb - 1284 0.08 = L/914 0.20 = L/355 Fv' = 400 Fb' = 1700 0.15 = L/480 0.30 = L/240 fv/Fv' = 0.26 fb/Fb' = 0.76 0.52 0.67 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 400 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 1700 1.00 - 1.00 1.000 1.00 - 1.00 1.00 - - 2 Fcp' 1400 - - 1.0C - -- 1.00 - - E' 1.3 million - 1.00 1.00 3 Emin' 0.67 million - 1.00 - - - - 1.00 - 3 Shear : LC #2 = D+L, V - 2186, V design = 1746 lbs Bending(+): LC #2 = D*L, M = 3280 lbs-ft Deflection: LC #3 = D+.75(L+S) (live) LC #3 = D+.75(L+S) (total) EI = 144e06 lb-in2 Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. D-dead L-live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. dtWoodWorks' SOf1 W.tRE FON" WOOD DESIGN COMPANY Sep. 8, 2013 18:43 PROJECT 21 Huseby Residence Redondo WA 98198 2_ 10 Beam Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft) Start End Magnitude Start End Unit DL LL Dead Live Full UDL Full UDL 20.0 80.0 plf plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : l0' 13( Unfactored: Dead Other Factored: 164 520 164 520 Total Bearing: 684 684 Load Comb Length Cb #2 0.50* 1.00 #2 0.50* 1.00 *Min. bearing length for beams is 1 /2" for exterior supports Lumber -soft, Hem -Fir, No.2, 4x8" Self -weight of 5.24 plf included in Toads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 37 fb = 870 0.36 = L/438 0.52 = L/297 Fv' - 150 Fb' = 1105 0.43 - L/360 0.65 = L/240 fv/Fv' = 0.24 fb/Fb' = 0.79 0.82 0.81 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - . 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 405 1.00 1.00 - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+L, V = 684, V design = 620 lbs Bending(+): LC #2 = D+L, M = 2223 lbs-ft Deflection: LC #2 = D+L (live) LC #2 - D+L (total) EI = 144e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D-dead L='live S=snow W=wind I -impact Lr=roof live Lc=concentrated Al]. LC's are listed in the Analysis output Load combinat_ons: ASCE 7.05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 411 WoodWorks® SOtlw.ARf FUR WOOD DESIGN COMPANY Sep. 8, 2013 18:57 PROJECT 22 RedonHusebResidence Redondo WA 98198 2_ 1 1 Beam Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DL LL SL Dead Live Snow Full UDL Full UDL Full UDL 80.0 320.0 200.0 plf plf plf MAXIMUM REA(=TIf1NS flhcl and REARING LFNGTYS finl • 10' 41 Unfactored: Dead Other Factored: 168 1040 168 1040 Total Bearing: 948 948 Load Comb Length Cb #3 0.67 1.00 #3 0.67 1.00 Lumber -soft, Hem -Fir, No.2, 4x6" Self -weight of 3.98 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv - 57 fb = 645 0.04 = <L/999 0.04 = <L/999 Fv' = 172 Fb' = 1271 0.13 = L/360 0.20 = L/240 fv/Fv' = 0.33 fb/Fb' = 0.51 0.27 0.20 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.15 1.00 1.00 - - - 1.00 1.00 1.00 3 Fb'+ 850 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 3 Fcp' 405 1.00 1.00 - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - 1.00 1.00 3 Emin' 0.00 million 1.00 1.00 - - - 1.00 1.00 3 Shear : LC #3 - D+.7.5(L+S), V = 948, V design = 731 lbs Bending(-): LC #3 = D+.75(L+S), M = 948 lbs-ft Deflection: LC #3 = D+.75(L+S) (live) LC #3 = D+.75(L+S) (total) EI = 63e06 lb-in2 Total Deflection = 0.50(Dead Load Deflection) + Live Load Deflection. D-dead L-live S=snow W=wind I -impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Project: Luu Le, Remodel, 4725 107th Street, Tukwila, WA 2.3 Floor above Main List of designed members Key No. 3.1 (E) Floor Joist, HF No. 2, 2x8" + 2x6", @ 16" o.c., P.T. Key No. 3.2 (E) Header, DF No. 2, verify min 4x10" Key No. 3.3 Beam, Glulam WS, 24F-1.8E, 5-1/8x9" 23 tecinstruct LLC, Kenmore, WA 98028 Project: Luu Le, Remodel, 4725 107th Street, Tukwila, WA 24 Key No. 3.1 (E) Floor Joist, HF No. 2, 2x8" + 2x6", @ 16" o.c., P.T. The existing floor system is modified to a 2-span system by installing a perpendicular beam (key no 3.3) along the hallway Span: = 13.5 + 3.5 ft Load: DL = 1.33 x 15 = 20 plf LL = 1.33 x 40 = 52 plf I (2x6) = 1/12 x 1.5 x 5.53 = 20.8 in4 I (2x8) = 1/12 x 1.5 x 7.253 = 47.6 in4 Load on 2x6 20.8 / 68.4 = 30 % DL (2x6) = 0.3 x 20 = 7 plf LL (2x6) = 0.3 x 52 = 16 plf Load on 2x8 47.6 / 68.4 = 70 % DL (2x8) = 0.7 x 20 = 14 plf LL (2x8) = 0.7 x 52 = 36 pif For calculation see attached design sheets »> (E) Joists are adequate (w/ addtl. beam 3.3) Key No. 3.2 (E) Header, DF No. 2, verify min 4x10" Span: L = 7.5 ft Load: floor w/ trib 9 ft + wall w/ h = 10 ft DL = 9x12+10x10 = 208p1f LL = 9 x 40 = 360 plf For calculation see attached design sheets Key No. 3.3 Beam, Glulam WS, 24F-1.8E, 5-1/8x9" Span: L = 12.5 ft Load: floor w/ trib 9 ft + wall w/ h = 10 ft DL = 9x 12+8x 10 = 182p1f LL = 9 x 40 = 360 plf For calculation see attached design sheets tecinstruct LLC, Kenmore, WA 98028 1 I 1 WoodWorks® 'ofl WAR(PON WOOD DESIGN COMPANY Oct. 2, 2013 22:21 PROJECT 27 Huseby Residence Redondo WA 98198 3_3 Beam Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DL LL Dead Live _Full Full UDL UDL 300.0 600.0 plf plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ,o, 1 11l Unfactored: Dead Other Factored: 1757 3300 1757 3300 Total Bearing: 5057 5057 Load Comb Length Cb #2 1.28 1.00 #2 1.28 1.00 PSL, 2.0E, 2.0E, 5-1/4x11-7/8" Self -weight of 19.48 plf included in Toads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (n) using NDS 2005 : Criterion, Analysis value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv - 100 fb - 1353 0.13 - L/978 0.17 - L/772 Fv' - 290 Fb' = 2903 0.37 = L/360 0.55 = L/240 fv/Fv' - 0.34 fb/Fb' = 0.47 0.37 0.31 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2900 1.00 - 1.00 1.000 1.00 - 1.00 1.00 - 2 Fcp' 750 - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - -- - 1.00 - 2 Emin' 1.04 million - 1.00 - - - - 1.00 - - 2 Shear : LC #2 - D+L, V - 5057, V design = 4147 .bs Bending(-): LC #2 = D+L, M = 13907 lbs ft Deflection: LC #2 - D+L (live) LC #2 = D+L (total) EI - 1465e06 lb-in2 Total Deflection = 0.50(Dead Load Deflection) + Live Load Deflection. D-dead L-live S-snow W-wind I=impact Lr=roof live Lc -concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. r 4 �G C7) . 419:V.-'111.10.91.4 r t N h • City of Tukwila Department of Community Development 11/1/2018 LUU LE 8823 RENTON AVE S - #2 SEATTLE, WA 98118 RE: Permit No. D16-0166 LE RESIDENCE 4815 S 107 ST Dear Permit Holder: Allan Ekberg, 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 12/10/2018. 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 12/10/2018, 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: D16-0166 ?1) 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 0 City of Tukwila Department of Community Development 5/1/2018 LUU LE 4725 S 107TH ST TUKWILA, WA 98178 RE: Permit No. D16-0166 LE RESIDENCE 4815 S 107 ST Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a fmal 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 6/13/2018. 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 fmal 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 6/13/2018, 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, _..zm r--41 Bill Rambo Permit Technician File No: DI6-0166 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director December 28, 2017 Luu Le 4815 S 107th St Tukwila, WA 98178 RE: Request for Extension #1 Permit Number D16-0166 Dear Mr. Le, This letter is in response to your written request for an extension to Permit D16-0166. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through June 13, 2018. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D16-0166 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWAgov 0 • 11/10/17, 12:37 PM m 114., 4 / AA d ass M (fCAmok -1CAAki1ij cwe- --fie- rc c W kko ti iT M fl y cC NG61 , s ojav'_ toIt-6I6.6. - 4815 . 1.4s T . TuAcylI- a 1) A 9 a 118 "kb ei)( ‘51 re -A 474 ide_pAA v�e.ed \ n s-6to c isUu L , e�w fie.. Q. p ' o.- wte AAA -eu - 04► Request for Extension # I Current Expiration Date: r� Extension Request: yApproved for /S(.1 days iL Denied (provide explanation) Signaturc'InitialsilK 111aN k t{dW 0 RECEIVED CITY OF TUKWILA DEC 1 1 2017 PERMIT CENTER about:blank Page 1 of 1 • • City of Tukwila Department of Community Development 11/2/2017 LUU LE 4725 S 107TH ST TUKWILA, WA 98178 RE: - Permit No. D16-0166 LE RESIDENCE 4815 S 107 ST Dear Permit Holder: Allan Ekberg, 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 12/13/2017. Based on the above, you are hereby advised to: 1) Ca11 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 12/13/2017, 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,R:i4AA ) 0 Bill Rambo Permit Technician File No: D16-0166 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • • City of Tukwila Department of Community Development 5/1/2017 LUU LE 4725 S 107TH ST TUKWILA, WA 98178 RE: Permit No. D16-0166 LE RESIDENCE 4815 S 107 ST Dear Permit Holder: Allan Ekberg, 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 6/13/2017. 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 6/13/2017, 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: D16-0166 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • • City of Tukwila Department of Community Development July 18, 2016 LUU LE 4725 S 107TH ST TUKWILA, WA 98178 RE: Correction Letter # 2 DEVELOPMENT Permit Application Number D16-0166 LE RESIDENCE - 4815 S 107 ST Dear LUU LE, 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 NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "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) (BUILDING REVIEW NOTES) 1. It has been brought to my attention the history of this residence where there were a number of RFA's, building and plumbing permits that were allowed to expire with no inspections completed and work was done without the proper permits. This application scope of work is only for a deck remodel, however there are a number of other portions of the house showing new alterations or additions not to mention the past work that was done without permits. Before this permit can be issued, the scope of work shall include the other expired permits where all other construction, to include electrical and plumbing shall be included in this permit scope of work. The following is the summary history of expired permits and work without permits: [RFA10-466] 10/19/2010 RECEIVED remodel without permits - Posted by Carol M. Includes windows, doors, stairs, siding and deck construction. Also doing interior electrical work, added possibly two additional bathrooms, also doing mechanical work including AC and ventilation to new bathrooms. The house most likely has had an extension to the garage. According to the old parcel picture it did not have any decks at all. There are two sides which have decks extending from the residence without permits or inspection. May have to remove extensive sheet rock to do a thorough rough in inspection to determine what was added. [RFA11-324] ABATEMENT -remodel without permits (ALSO RFA11-326) RECEIVED remodel without permits - Posted by Carol M. Includes windows, doors, stairs, siding and deck construction. Also doing interior electrical work, added possibly two additional bathrooms, also doing mechanical work including AC and ventilation to new bathrooms. The house most likely has had an extension to the garage. According to the old parcel picture it did not have any decks at all. There are two sides which have decks extending from the residence without permits or inspection. May have to remove extensive sheet rock to do a thorough rough 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 in inspection to determinat was added. [D10-324] 11/30/2010 EXPIRED SUBTYPE: ASFR STATUS: DESCRIPTION: REBUILD 200 SF DECK AND DECK COVER [RFA11-326] 10/13/2011 STILL OPEN RECEIVED ENTIRE VACANT LOT BEING USED TO STORE VEHICLES, COMMERCIAL, RECREATIONAL, CONTAINER, CARS, AND ARE ALLOWING DIRT TO BE DUMPED HERE. [D11-299] 8/30/2011 EXPIRED, NO PERMIT ISSUED SUBTYPE: ASFR STATUS: DESCRIPTION: REBUILD DECK AND DECK COVER AS WELL AS REMODEL THE INTERIOR. [D 13-310] 10/7/2013 EXPIRED SUBTYPE: ASFR STATUS: APPROVED DESCRIPTION: PERMITS D10-324 AND D11-299: REPLACE BEAMS, FINISH DECKS AND OTHER REPAIRS [D14-0362] 11/26/2014 EXPIRED INSTALL BEAM, FINISH DECK, AND OTHER TOUCH UP WORK [PG 11-151 ] 10/05/2011 EXPIRED SUBTYPE: RES STATUS: DESCRIPTION: NEW PLUMBING AND FIXTURES FOR COMPLETELY REMODELED SINGLE FAMILY RESIDENCE. RFA10-466 [PG15-0137] 11/24/2015 EXPIRED PLUMBING FINAL ONLY This accrued history with this residence or owner allowing permits to expire with no inspections completed and work without permits shall be resolved with this permit where all previous work shall be inspected with the final inspections completed. The following is the Laws and requirements of the Residential Building Codes. R105.6 Suspension or revocation. The building official is authorized to suspend or revoke a permit issued under the provisions of this code wherever the permit is issued in error or on the basis of incorrect, inaccurate or incomplete information, or in violation of any ordinance or regulation or any of the provisions of this code. R105.8 Responsibility. It shall be the duty of every person who performs work for the installation or repair of building, structure, electrical, gas, mechanical or plumbing systems, for which this code is applicable, to comply with this code. R113.1 Unlawful acts. It shall be unlawful for any person, firm or corporation to erect, construct, alter, extend, repair, move, remove, demolish or occupy any building, structure or equipment regulated by this code, or cause same to be done, in conflict with or in violation of any of the provisions of this code. RI 13.4 Violation penalties. Any person who violates a provision of this code or fails to comply with any of the requirements thereof or who erects, constructs, alters or repairs a building or structure in violation of the approved construction documents or directive of the building official, or of a permit or certificate issued under the provisions of this code, shall be subject to penalties as prescribed by law. RI14.2 Unlawful continuance. Any person who shall continue any work in or about the structure after having been served with a stop work order, except such work as that person is directed to perform to remove a violation or unsafe condition, shall be subject to penalties as prescribed by law. Conclusion: We would like to resolve the history of violations with your cooperation to bring this to an eventual close where all inspections shall be completed. Please revise the scope of work to include all previous work to be inspected as required to comply with building, plumbing and electrical codes. Note: This permit plan review may not be complete as revised plans may require further corrections. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Please address the comments aboveen itemized format with applicable revised plan , 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. If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D16-0166 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 1 City of Tukwila Department of Community Development June 29, 2016 LUU LE 4725 S 107TH ST TUKWILA, WA 98178 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D16-0166 LE RESIDENCE - 4725 S 107TH ST Dear LUU LE, 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 NOTE) PLAN SUBMITTALS: (Min. size 11 x 17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "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) (BUILDING REVIEW NOTES) 1. The plan shows a kitchen in the basement. The basement layout is such that it potentially would be used as a separate Accessory Dwelling Unit ADU which would not be allowed. Therefore the kitchen shall be removed and doors to the main floor shall be removed to make one residential home. Plan shall include notes "Basement shall not be an ADU unless all building code elements and are met". 2. Provide as built plans for comparison with the new work. 3. Show smoke and carbon monoxide alarm located per code. (IRC R314 and R315) Note: This permit plan review may not be complete as revised plans may require further 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 If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D16-0166 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepter) through the mail, fax, etc. Date: 7/2i J ICE C Response to Incomplete Letter # Response to Correction Letter # 2 ❑ Revision # after Permit is Issued LI Revision requested by a City Building Inspector or Plans Examiner Plan Check/Permit Number: D 16-0166 Project Name: Le Residence Project Address: 4815 S 107 St Contact Person: J Ut4 LE Phone Number: 246 276 4559 Summary of Revision: To RFMNSE Tt T4fi S ccKR& -rjo#" 74 co p6 dF WORK Wia De INeI-t/DED ALL Twe pEt v; if S PERM fog sA sfca 11. Diu, *I Ns ppc,Ta R vVl L I- i NSpECT -ALL " tE PRE (tip tls W o R K BE fog E RECEIVED CITY OF TUKWILA Sheet Number(s): PERMIT CENTER "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: f �-- Entered in TRAKiT on \applications\forms-applications on Tine\revision submittal Created: 8-13-2004 Revised: Date: f 1 16 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. Plan Check/Permit Number: f) 6 r- O 1 [esponse to Incomplete Letter # Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision re ested by a City Building Inspector or Plans Examiner Deferred Submittal # Project Name: j.,'� RES)1)0E. Project Address: 1181 Contact Person: 4. Summary of Revision: f o7 Ttt Phone Number: c,20 6 o274'telct • cntal r rya -inn l�.s�402.1 wt ItAa i K isaga el ktCI IVED CITY OF TUKWILJA JUL 1 T 201b PERMIT C{NTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Centerrby: �-- Entered in TRAKiT on 7 L ((Q W:\Permit Center \Templates\Forms\Revision Submittal Formdoc Revised August 2015 PERMIT COORD COPY. PLAN REVIEW/ROUTING SLIP PERMIT NUMBER:. D16-0166 DATE: 07/21/16 PROJECT NAME: LE RESIDENCE SITE ADDRESS: 4815 S 107 ST ........................ ........ Original Plan Submittal Revision # X Response to Correction Letter # 2 Revision #_ before Permit Issued after Permit Issued DEPARTMENTS: C Building Division it-t0 Public Works ❑ Fire Prevention Structural C Planning Division Permit Coordinator C PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 07/26/16 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 08/23/16 Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: "en » (Is CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 °P ERMIT COORD COPY • PLAN REVIEW/ROUTING SLIP PERMIT NUMB D16-0166 PROJECT NAME: LE RESIDENCE SITE ADDRESS: 4815 S 107 ST Original Plan Subrnittal _ X Response to Correction Letter # 1 DATE: Revision #_ 07/11/16 before Permit Issued Revision # after Permit Issued DEPARTMENTS: AS Coal-- 7-6.1144 Building Division IIII Public Works Fire Prevention Structural Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 07/12/16 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) DUE DATE: 08/09/16 Approved with Conditions ❑ Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: CORRECTION LETTER MAILED: Departments issued corrections: Bldg ( - Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP ,n/ DEPARTMENTS:� 1%# kW 1 Bunding Division t kM Pub isWorks 611 ttelt (,41,u/ Fire Prevention imp Structural Planning Division gig Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 06/21/16 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required L (corrections entered in Reviews) DUE DATE: 07/19/16 Approved with Conditions ❑ Denied (ie: Zoning Issues) E Notation: REVIEWER'S INITIALS: DATE: 12/18/2013 CITY OF TUKWILA Department of Community Development 630o Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-367o FAX (206) 431-3665 E-mail: tukplanc ci.tukwila.wa.us Permit Center/Building Division 206 431-367o Public Works Department 206 433-0179 Planning Division 206 431-367o AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION STATE OF WASHINGTON) ) ss. COUNTY OF KING DPI LE , states as follows: [please print name] PERMIT NO: D 16 - 016C. Kii(a - oily 1. I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this permit to be exempt under number 13 , and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. C Owner/Owner's Agent* Signed and sworn to before me this S day of a3)— , 20 It . NOTARY PUBLIC in an for the State of Washington Residing at lG Name as commissioned: , County pa My commission expires: 18.27.090 Exemptions. The reOation provisions of this chapter do not apply t C? 1. An authorized representative of the United States government, the state of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale of any finished products, materials, or articles of merchandise that are not fabricated into and do not become a part of a structure under the common law of fixtures; 6. Any construction, alteration, improvement, or repair of personal property performed by the registered or legal owner, or by a mobile/manufactured home retail dealer or manufacturer licensed under chapter 46.7o RCW who shall warranty service and repairs under chapter 46.7o RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than five hundred dollars, such work or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than five hundred dollars for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he or she is a contractor, or that he or she is qualified to engage in the business of contractor; io. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; 11. An owner* who contracts for a project with a registered contractor, except that this exemption shall not deprive the owner of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in this subsection does not apply to a person who performs the activities of a contractor for the purpose of leasing or selling improved property he or she has owned for less than twelve months; 12.* Any person working on his or her own property, whether occupied by him or her or not, and any person working on his or her personal residence, whether owned by him or her or not but this exemption shall not apply to any person who performs the activities of a contractor on his or her own property for the purpose of selling, demolishing, or leasing the property; owner* who performs maintenance, repair, and ration work in or upon his or her own properties, or who uses his or her own employees to do such work; 14. A licensed architect or civil or professional engineer acting solely in his or her professional capacity, an electrician certified under the laws of the state of Washington, or a plumber certified under the laws of the state of Washington or licensed by a political subdivision of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the person certified is operating within the scope of his or her certification; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his or her sole compensation or as an employee with wages as his or her sole compensation; 16. Contractors on highway projects who have been prequalified as required by RCW 47.28.070, with the department of transportation to perform highway construction, reconstruction, or maintenance work; 17. A mobile/manufactured home dealer or manufacturer who subcontracts the installation, set-up, or repair work to actively registered contractors. This exemption only applies to the installation, set-up, or repair of the mobile/manufactured homes that were manufactured or sold by the mobile/manufactured home dealer or manufacturer; 18. An entity who holds a valid electrior's license under chapter 19.28 RCW the Tn loy i�� ii' ied journeyman electrician, a certified residllLspecf�ty:_ electrician, or an electrical trainee meetinge,, requirements of chapter 19.28 RCW to perform pluml?}ng work that is incidentally, directly, and tiniedtafelyy appropriate to the like -in -kind replacement of a household appliance or other small household utilization equipment that requires limited electric power and limited waste and/or water connections. An electrical trainee must be supervised by a certified electrician while performing plumbing work. • Per Washington State Department of Labor and Industries lessee has been interpreted to be equivalent to owner for purposes of exemptions. ADDRESS OF PROPERTY: OWNER: LEGAL DESCRIPTION: ASSESSOR PARCEL NO.: SET BACK 4725 S. 107TH ST. TUKWILA, WA. 98178 LUU LE MERRICKS ACRE TRS. DIV#2 LESS ST. 5476800100 S. 107 ST. P.L. 100' REBUILT COVERED DECK ROOF OUTLINE HOUSE EXTERIOR • 0• 1 0' a SET BACK REBUILT UNCOVERED DECK P.L. 100' Y -o• SITE PLAN SCALE: 1"=2'-0" WALK WAY TO GRADE SHEET INDEX SHEET # DESCRIPTION A-1 SITE PLAN & BASEMENT PLAN A-2 1ST FLOOR & 2ND FLOOR A-3 DETAILS & ELEVATION A-3 ELEVATIONS 3e, D• KEY NO. STRUCTURAL MEMBERS COVERED DECK 1.1 Rafters, HF No.2, 2x8" @ 24" o.c. 1.21 Header, DFNo.2, 4x6" Floor Joist, HF No.2, 2x10" @ 16"o.c. 1.31 Garage Header,DF No.2, 6x10" 1.41 GarageHeader, Glulam WS, 24F -1.8E, 5-1/8x10-1/2" 1 (E) Beam, verify min. Glulam WS, 5-1/8x10-1/2" 1.6 1.7 (E) Beam, verify min. Glulam WS, 5-1/8x18" 4' 8 1/2 DN 3• 1/2. pi 4 SUBJECT TO FIELD INSPECTION. Inspectors shall verify all previous work from expired permits for code compliance. This shall include permits for building, plumbing, mechanical and electrical. WALL LEGEND REC. RM B' 0• ® EXISTING WALL N MI NEW WALL 1 3/4" �..-I40FH3W- 4 Jy1 (. 0 siS de OM tni 2'-0" 1' 10' It' 4• 6 1.41 2668 4r • //ii oSI/ iii 2668 K. (lc he `4 12' 3' i 2668 0 5'4b 1/4• - 3'-10" 3068 N ] 1 in I 0 MTh 5/0 TU DRYER 3 3/ WASHER UP _L3• 2' UTIL 3068 5 4' 2.3 DN 2.4 11 NE W1gNC. CONC. WALK WAY 2.4 2.3 Exist 2x10' Joists EXISTING GARAGE CONC. SLAB 2'-0" '-0' WALL SECTION EXISTING W 14'-0" 30'0 15' e• 4 4 ws. 2' -0" - DN 1— 3 2.4 D&:e: p-71,-.1•:.::, ri✓. :c;izn:Dal i; I':umbing Ca -teas Piping City of Tukwila gl+rt_rZ„� ,11IVLSION FILE COPY No.0 g.ernrp City of'114(.041 BUILDING DIVISION .. .. . -• •� thr1 CMnn Nt COF TTOT DIN LTFUL.._ F,n i'H.d BASEMENT PLAN SCALE: 1/4"=1'-0" r+Pn—i of DCC. . :craven B;r_ L — IMt,^ D16-0166 6x6 P.T. POST ON I8"x1S"x]0" FTG. W/ (2) #4 BARS EACH WAY (5 PLCS) A -t 0 = Smoke Dector RECEWED CITY OF 'It; KVie JUL 11 2016 PER `:T CENTER 0 = Smoke & Carbon Monoxide Detector Combo DATE REVISION 13Y 2/16/11 UPDATED TL Style CUSTOM COVERED DECK Sq. Ft. 180 UNCOVERED DECK Sq. Ft. 202 GARAGE Sq. Ft. NA Drawn By TL Date 1/16/11 Scale 1/4"=I'-0” )OR NO. 11-025 SHEET NO. A— l V-10 1/2' co m N 1'-5 7 / F668 . LITE 7' 6 1/2" 10' 10" 3036 CSMT KEY NO. STRUCTURAL MEMBERS STRUCTURAL MEMBERS UNCOVERED DECK SECOND FLOOR FRAMING Deck Joist, HF No.2, 6x10" P.T. 12.1 (E) Floor Joist, HF No.2, 2x8" + 2x6" © 16" oc. P.T. 3.1 Beam @ Deck, HF No.2, 6x10", P.T. 2.2 (E) Header, DF No.2,verify min. 4x10" 13.21 13.3 Deck Post, HF No.2, 6x6", PT. 12.3 Spread Footing, fc = 2,500 psi,18x18x10" 12AI 6' 0- /G ----HW 11 1/2" 6' 10 1/2' 12' 4" 2656 CSMT 5' 5 1/2" / 0 10' 1o" OO RANGE k rX 1/2" SM TUB; SIIW rr N KITCHEN 4' 6 RFFR 5' 9 H 5' 6" BAT/II IN OFFICE i 0' 2668 2 2 1/ 3.1 Exist. 2x8" + 2x6" Joist DINING RM 6068 FULL LITE 12' 8" LIVING RM z 0 0 W J •UP N Exi ting aitl ase to ren in O 3.3 3' 1" 0 o FAMILY RM o � LL .e 7656 CSMT/PICaSMT 10'-4 1/2" COVERED DECK 1805Q. FI'. 3030 PIC 030 PIC 3030 PIC , 3030 PIC 3030 PIC , 3030 PIC i 3030 PIC —31-9" 1 3'-0' 3' 3" 3'-3" 30' 0' WALL LEGEND ® EXISTING WALL NEW WALL 3' 3' 35-0" 3' 3" 3' 3" 2668 3' 9" DN 2.1 A O U Y 0" U Cil UN 1 DN 1ST FLOOR PLAN SCALE: 1/4"=I' 0" 0 KEY NO. STRUCTURAL MEMBERS SECOND FLOOR FRAMING (E) Floor Joist, HF No.2, 2x8" + 2x6" © 16" oc. P.T. 3.1 (E) Header, DF No.2,verify min. 4x10" 13.21 13.3 Beam, Glulam WS, 24F -1.8E, 5-1/8x9" toffe BDRM 2 y�--6' 01/4" 2646 CSMT ///////////// 3' 0 1/4" 5/0 TUBSHW 2 BATH 0, +2 -9 1/2" 1 -8 v41 2668 SOAKING TUB 0" 00 2668 6 1/2" M -BATH 4' 6" 4' 5' 10" 0 0 = Smoke Dector = Smoke & Carbon Monoxide Detector Combo L h M-BDRM 1 13' 5 1/2" 0' 5 1/2" 2468 2668 1 2468 2' 10-7 2668 FULL LITE 1 1.1 O J 2668 N V-2. 1. 2668 -15' 0 1/2" 2646 CSMT 10' 5 1/2" -- /1--y///////4///////////////� 1 OFFICE it„, 2668 O 22x33 A r' ACCESS 3' 11 Anlerld BDRM 1 11' 10 1/2" / fJ L 7' 11 1/2" HOBBY RM V 2 1/2" -5' 5 1/2"-7(-4' 11 1/2' 2668 FULL UTE. UNCOVERED DECK 180 SQ. FT. 1' 1 1/2" z 0 U W rn WALL LEGEND ® EXISTING WALL MIMI NEW WALL J B A-3 30' 0" 2ND FLOOR PLAN SCALE: 1/4"=I'-0" D16-0166 • 4 n 0 EXISTING ROOF LINE C T Y' OF TUKVif LA JUL 112015 PERMIT CENTER 0 �—i • N � o0 Z -1 L14 Oa U ¢� ti zw W z0 � CD w� P4 c.1 00 W 00 W DRAWN EXCLUSIVELY FOR: DATE REVISION BY 2/16/1 I UPDATED TL Style CUSTOM COVERED DECK Sq. Ft. 180 UNCOVERED DECK Sq. Ft. 202 GARAGE Sq. Ft. NA Drawn By TL Date 1/16/11 Scale V4"=1'-0" JOB NO. 11-025 SHEET NO. A-2 3x3" Guard Post " -Spacing btwn Railings (Cables/Bracings) to be max. 4" \ max. 4' Wood Decking Sheathing (E) Siding Simpson LU28 or equal / slope 1/4" per ft �I�Ir�rnr�r~ (2) 5/8" Through -Bolts 2.2 Simpson EPB66 3"CLR 7 min. 12" below Ground Simpson BC6 dez-[/.3 2x8" Ledger, P.T. connected to wall w/ 5/8" Bolt @ 8" o.c., staggered (2) 5/8" Through -Bolts (3) Rebars #4 each direction Guard Post Simpson LU28 or equal \ 3/4" TSG Subfloor E) Floor System ,,,, ,,,, ,,,, ,,., DETAIL AT DECK SCALE: 1" =1'-0" (1:12) rte. 711 ■ I�i 4�il'f1.I Sri 491 i 11 2x8„ f'�Ledger, P.T. I' connected to 1.2 wall w/ 1/2" Bolt @ 8" o.c., staggered Rim Board 2x10" Rim Board Simpson H2.5 1.4 (E) Stud Wall above 1/2" Lag Bolts, A307 © 8" o.c. staggered slope 1/4" per ft Simpson LU210 2x10"Ledger P.T.- 1.6 (B) COVERED DECK DETAIL SCALE: 1" =1'-0" (1:12) E) Floor System 1.7 1.4 MST37 (1) 2x6" P.T. + 2.5x6" P.T. (actual size) (2) 3/8" Wedge Anchor, min. embedment 4" DETAIL SCALE: 1" = 1'-0" (1:12) MST48 • `% MST37 Th. • / (1) 2x8" p/8" Wedge - or, min. rdment 4" 5-5 DETAIL SCALE: 1" = 1'-0" (1:12) 7 4,' . 7 MST37 (1) 2x6" P.T. (2) 5/8" Wedges Anchor, min. embedment 4" EXISTING HOUSE & ROOF LINE / // 3irtips6n tT,T'19; �sdre /9: 7 . .7 MST37 2 r=- SW MST37 • LTT19 APPROX. GRADE EXISTING GARAGE DR EXISTING GARAGE DR SW I 1-MST37 j-LTT19 1 2'-0 DETAIL SCALE: 1" = 1'-0" (1:12) NEW DECK 1 2.1 2.3 2.2 ALL SHEAR WALLS (SW) TO BE 7/16" OSB/APA RATED W/NAILING PATTERN 6" O.C. AT EDGE AND 12" O.C. ONFIELD; USE 8d NAILS, MIN. EMBEDMENT 1-3/8"; PROVIDE ANCHOR BOLTS 5/8" @ 48" O.C. & A35 CLIPS @ 24" O.C. MST37 AS SHOWN W/ (2) 2x LIN 9 AS SHOWN W 5/8" BOLTS,MIN.EMBEDMENT 7' -1-2'-0' WEST ELEVATION SCALE: 1/4"=1'-0" D16-0166 2.4 RECFrifFn CITY O JUL 112016 PERMIT CETITER • w-/ oe /// N co c, < z^ Hr' p DATE REVISION BY 2/16/11 UPDATED TL Style CUSTOM COVERED DECK Sq. Ft. 180 UNCOVERED DECK Sq, Ft. 202 GARAGE Sq. Ft. NA Drawn By TL Date (/16/11 Seale 1/4"=1'-0" JOB NO. 11-025 SHEET NO. A-3 �Il�nl� r=- SW MST37 • LTT19 APPROX. GRADE EXISTING GARAGE DR EXISTING GARAGE DR SW I 1-MST37 j-LTT19 1 2'-0 DETAIL SCALE: 1" = 1'-0" (1:12) NEW DECK 1 2.1 2.3 2.2 ALL SHEAR WALLS (SW) TO BE 7/16" OSB/APA RATED W/NAILING PATTERN 6" O.C. AT EDGE AND 12" O.C. ONFIELD; USE 8d NAILS, MIN. EMBEDMENT 1-3/8"; PROVIDE ANCHOR BOLTS 5/8" @ 48" O.C. & A35 CLIPS @ 24" O.C. MST37 AS SHOWN W/ (2) 2x LIN 9 AS SHOWN W 5/8" BOLTS,MIN.EMBEDMENT 7' -1-2'-0' WEST ELEVATION SCALE: 1/4"=1'-0" D16-0166 2.4 RECFrifFn CITY O JUL 112016 PERMIT CETITER • w-/ oe /// N co c, < z^ Hr' p DATE REVISION BY 2/16/11 UPDATED TL Style CUSTOM COVERED DECK Sq. Ft. 180 UNCOVERED DECK Sq, Ft. 202 GARAGE Sq. Ft. NA Drawn By TL Date (/16/11 Seale 1/4"=1'-0" JOB NO. 11-025 SHEET NO. A-3 APPROX GRADE v 2.3 POSTS & PADS PER PLAN • • ]2.3j f— POSTS PER PLAN RAILING PER COnI: 40. 4.J NEW DECK EXISTING HOUSE & ROOF LINE 2. 2.3] EXISTING HOUSE S IFPS Co GRADE PER CODE, 2.2 SOUTH ELEVATION SCALE: 1/4"=1'-0" min. 2ft •1 c E min. 4 " 2.3I—N1/4 2.21 Lag Bolt 5/8", A307 1/4" Steel Plate, A36 custom made 6x6" Post, P.T. 3" 12 " ' 0" 12" CUSTOM STEEL BRACES (TYP.) SCALE: 1" = 1'-0" (1:12) r \2.2 v /4114 \ssi •• &EROOFGLNNEEUSEII _ yy 0 NEW�EDECK Is ,I n J — Y U W o o w — — 80 U 3 w z `,. • _ - • o • lo d • • " . •. . • . • w 'e4' APPROX.; R SOUTH ELEVATION SCALE: 1/4"=1'-0" Install Vent Tray to insure air passage Boundary Nailing Blocking w/ Vent Openings (typ.) Asphalt Shingles on #15 Felt Roof Sheathing Furred out Rafter' Gutter Simpson H2.5 Simpson H2.5 ATTIC VENTING DETAIL SCALE: 1" = 11-0" (1:12) D16-0166 ..toNo tdjIttmint III a. �4 e`\ x110 3\ att`�` \f\, E ;21r JUL 11 2016 PERMIT CENTER /Exist. Ceiling Joists \-R38 Er— Exist. Floor System ROOF SECTION (TYP.) 07'/03, SCALE: 1/4" = 1'-0" (1:48) DRAWN EXCLUSIVELY FOR: DATE REVISION BY 2/16/11 UPDATED Style CUSTOM COVERED DECK Sq. Ft. 180 UNCOVERED DECK Sq, Ft. 202 GARAGE Sq. Ft. NA Drawn By TL Date 1/16/11 Scale 1/4"=1'-0" JOB NO. 11-025 SHEET NO. A-4 1. 2. 3. GENERAL STRUCTURAL NOTES ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, THE INTERNATIONAL BUILDING CODE (2012 EDITION) AND MODIFICATIONS TO THE INTERNATIONAL BUILDING CODE. BY THE LOCAL JURISDICTION. DESIGN LOAD CRITERIA DEAD LOADS LIVE LOADS SNOWLOADS WIND SEISMIC SOIL PRESSURE: ROOF FLOORS DECKS EXTERIOR WALLS INTERIOR WALLS ROOF FLOOR / LIVING SPACE DECKS / BALCONIES GROUND LOAD ROOF SNOW LOAD 15 PSF 20 PSF 8 PSF 10 PSF 8 PSF 20 PSF 40 PSF 40 PSF 25 PSF 25 PSF ULTIMATE DEIGN WIND SPEED 130 MPH WIND EXPOSURE B IMPORTANCE FACTOR Iw = 1.0 ADJUSTMENT FACTOR A = 1.0 WIND SPEED UP FACTOR 1.0 ROOF SLOPE 6:12 SEISMIC USE GROUP IMPORTANCE FACTOR IE SITE CLASS SEISMIC DESIGN CATEGORY RESPONSE FACTOR MAPPED ACCELERATION (PER USGS) BASE SHEAR SEISMIC RESPONSE COEFFICIENT R= Ss = S, = V= Cs = 1.0 D D 6.5 1.218 0.534 14,000 0.126 ALL SOIL PRESSURE 2,000 PSF STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT AND STRUCTURAL ENGINEER OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. 4. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. 5. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE CONTRACTORS WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF THE OWNER, CONTRACTORS, OR OTHER SITE ENTITIES OR PERSONS AT THE PROJECT SITE. 7. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. 9. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. FOUNDATIONS 10. ALL FOOTINGS AND FOUNDATIONS SHALL BE SUPPORTED BY COMPETENT NATIVE SOIL 12" BELOW FINISHED GRADE AND FREE OF ORGANIC MATERIALS. OVEREXCAVATION MIGHT BE NEEDED TO REACH THE COMPETENT SOIL. 11. FOOTINGS AND FOUNDATION EXCAVATION SHALL BE FREE OF LOOSE SOILS, SLOUGHS, DEBRIS, AND FREE OF WATER AT ALL TIMES. 12. FOUNDATION WALL BACKFILL SHALL BE PLACED SIMULTANEOUSLY ON BOTH SIDES OF WALL PROVIDING 4" PERFORATED PIPE (AS REQUIRED) FOR SUBSURFACE DRAINAGE. 13. U.N.O. IN AN APPROVED GEOTECHNICAL REPORT, THE FOLLOWING METHOD FOR BACKFILL PLACEMENT AND COMPACTION IS TO BE USED: EXCEPT FOR BACKFILL AGAINST BELOW -GRADE WALLS OR RETAINING WALLS, ALL OTHER STRUCTURAL FILL AND STRUCTURAL BACKFILL MATERIALS SHALL BE PLACED IN RELATIVELY HORIZONTAL LOOSE LIFTS NOT EXCEEDING 10 INCHES IN THICKNESS AND COMPACTED TO AT LEAST 95 PERCENT OF THE MODIFIED PROCTOR (ASTM D1557) MAXIMUM DENSITY AT MOISTURE CONTENTS WITHIN TWO (2) PERCENT OF OPTIMUM. THE SPECIFIED COMPACTION DENSITY AND MOISTURE CONTENT OF EACH LIFT MUST BE VERIFIED BY INSPECTION, PRIOR TO PLACEMENT OF SUBSEQUENT LIFTS. BACKFILL AGIANST BELOW -GRADE WALLS AND RETAINING WALLS SHOULD BE COMPACTED AS DESCRIBDED ABOVE TO ONLY 90 PERCENT OF THE MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D1557. 14. FOOTING SIZE SHALL BE AS INDICATED ON DRAWINGS OR MIN. AS PER IBC SECTION 1806. 15. WHERE THE SURFACE IS SLOPED MORE THAN OE (1) FOOT IN TEN (10) FEET THE FPUNDATION SHALL BE LEVEL OR STEPPED SO THAT BOTH, TOP AND BOTTOM, OF SUCH FOUNDATION ARE LEVEL PER IBC. 16. WHERE STRUCTURAL COLUMNS AND POSTS ARE EXPOSED TO WATER SPLASH ABOVE, A CONCRETE SURFACE OR TO THE WEATHER, PROVIDE A MIN. OF 1" ABOVE CONCRETE SURFACE, OR 8" ABOVE THE EXPOSED EARTH PER IBC. CONCRETE 17. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1905, 1906, AND ACI 301. STRENGTH AT AGE 28 DAYS AND MIX CRITERIA SHALL BE AS FOLLOWS, U.N.O.: MEMBER TYPE PSI MAX AGGR MAX W/C (IN) RATIO SLABS ON GRADE FOUNDATIONS WALLS COLUMNS ELEVATED SLABS & BEAMS 2,500 2,500 4,500 4,500 4,500 1 1 3/4 3/4 18. CONCRETE MIX FOR FOUNDATION AND SLAB: CEMENT: 5.5 SACK TYPE I NORMAL PORTLAND CEMENT 1,210 LBS OF WET SAND 1,925 LBS GRAVEL 0.45 0.45 0.50 0.40 0.40 19. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, FY = 60,000 PSI, UNLESS NOTED OTHERWISE. WELDED WIRE FABRIC SHALL CONFORM TO ASTM -185. 20. DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN ACCORDANCE WITH ACI 315-92 AND ACI 318-02. LAP ALL REINFORCEMENTS IN ACCORDANCE WITH "THE REINFORCING SPLICE AND DEVELOPMENT LENGTH SCHEDULE".PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. 21. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED AND APPROVED BY THE STRUCTURAL ENGINEER. 22. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" FORMED SURFACES EXPOSED TO EARTH OR WEATHER (NO. 6 BARS OR LARGER) 2" (NO 5 BARS OR SMALLER) 1-1/2" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1-1/2" SLABS AND WALLS: GREATER OF BAR DIAMETER + 1/8 OR 3/4" 23. CAST -IN-PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE WALLS . 24. NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT IS PLACED (2,500 PSI MIN). ANCHORAGE 25 EPDXY-GROUTED ITEMS (THREADED RODS OR REINFORCING BARS) SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED WITH SIMPSON EPDXY "SET -XP" OR EQUAL. SPECIAL INSPECTION IS REQUIRED. RODS SHALL BE ASTM A-36 UNLESS NOTED OTHERWISE. 26. DRIVEN PINS AND OTHER POWDER ACTUATED FASTENERS SHALL BE LOW VELOCITY TYPE. INSTALL IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. MINIMUM EMBEDMENT IN CONCRETE SHALL BE 1" UNLESS OTHERWISE NOTED. MAINTAIN AT LEAST 3" TO NEAREST CONCRETE. STEEL 27. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON EITHER AISC-LFRD, AISC 355, OR AISC-HSS AND CHAPTER 22 OF THE INTERNATIONAL BUILDING CODE. 28. STRUCTURAL STEEL SHALL BE GRADE A-36 UNLESS NOTED OTHERWISE. 29. ARCHITECTURALLY EXPOSED STEEL SHALL CONFORM TO SECTION 10 OF THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. 30. ALL ANCHORS EMBEDED IN MASONRY OF CONCRETE SHALL BE A307 HEADED BOLTS OR A36 THREADED ROD. 31. ALL WELDING SHALL BE IN CONFORMANCE WITH AISC AND A.W.S STANDARDS AND SHALL BE PERFORMED BY W.A.B.O. CERTIFIED WELDERS USING E70 XX ELECTRODES. ONLY PREQUALIFIED WELDS(AS DEFINED BY A.W.S.) SHALL BE USED ALL COMPLETE JOINT PENETRATION GROOVE WELDS SHALL BE MADE WITH A FILLER MATERIAL THAT HAS A MINIMUM CVN TOUGHNESS OF 20 FT LBS AT -20 DEGREES F, AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION 32. WELDING INSPECTION SHALL BE IN COMPLIANCE WITH AWS D1.1. WOOD 33. ALL SOLID LUMBER TO BE GRADED BY WCLIB OR WWSA. ALL LUMBER SHALL BE HEM -FIR #2 (HF #2) OR BETTER. ALL SOLID LUMBER 5" X 4" OR LARGER SHALL BE DOUGLAS FIR #2 (DF 112) U.N.O. ALL GLUE -LAMINATED LUMBER SHALL BE GLULAM 24F -1.8E WS. LUMBER IN CONTACT WITH CONCRETE AND ALL EXTERIOR WOOD SHALL BE PRESSURE TREATED, ALL CONNECTORS GALVANIZED. 34. INSTALL SOLID BLOCKING BTWN JOISTS AT ALL BEARING POINTS. 35. THROUGH BOLTS AND LAG BOLTS SHALL BE ASTM A307. PROVIDE MALLEABLE IRON WASHER AT ALL BOLT AND LAG BOLT LOATIONS. PROVIDE CUT WASHER FOR ALL BOLTS PROTRUDING BEARING WOOD. 36. ALL METAL (CONNECTORS, NAILS, BOLTS, ETC.) IN CONTACT WITH P.T. WOOD SHALL BE HOT DIPPED GALVANIZED. 37. FOR FASTENER SCHEDULE FOR STRUCTURAL MEMBERS SEE IRC TABLE R602.3 OPEN WEB TRUSSES 38. PER IBC 2012 1704.2.2, PREFABRICATED OPEN -WEB JOISTS SHALL BE FABRICATED BY A REGISTERED AND APPROVED FABRICATOR. AT COMPLETION OF FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANNCE TO THE BUILDING OFFICIAL STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. D16-0166 COMPARISON OF COMMON, BOX AND SINKER NAIL DIMENSIONS (inches) OF THE SAME PENNYWEIGHT. TYPE FEATURE PENNYWEIGHT 6d 8d 10d 12d 16d COMMON Length 2 2-1/2 3 3-1/4 3-1/2 Diameter 0.113 0.131 0.148 0.148 0.162 Head 0.226 0.281 0.312 0.312 0.344 BOX Length 2 2-1/2 3 3-1/4 3-1/2 Diameter 0.099 0.113 0.128 0.128 0.135 Head 0.266 0.297 0.312 0.312 0.344 SINKER Length 1-7/8 2-3/8 2-7/8 3-1/8 3-1/4 Diameter 0.092 0.113 0.120 0.135 0.148 Head 0.231 0.266 0.281 0.312 0.344 PROTECTION FOR REINFORCEMENT OF CAST IN-PLACE CONCRETE MIN. COVER Concrete cast against and permanently exposed to earth 3" Concrete exposed to earth or weather 4725 S. 107TH ST. TUKWILA, WA. 98178 Wall panels: PARCEL NO.: No. 6 through No. 18 bars 2" No. 5 bars, W31 or D31 wire, and smaller 1 1/2" Concrete exposed to neither earth or weather SCALE: aS noted Slabs, walls, and joists: Roland HeImisCh, P. E. No. 14 and no. 18 bars 1 '/" No. 11 and smaller bars 3/4" Beams and Columns: Primary reinforcement, ties, stirrups, and spirals 1 1/2" Shells and folded -plate members: No. 6 bars and larger 3/4' No. 5 bars, W31 or D31 or smaller 3/4" NOTE: NO STRUCTURAL CHANGES FROM THE APPROVED PLANS SHALL BE MADE IN THE FIELD UNLESS PRIOR TO MAKING CHANGES, WRITTEN APPROVAL IS OPTAINED FROM THE ENGINEER OF RECORD. IF CHANGES ARE MADE WITHOUT WRITTEN APPROVAL, SUCH CHANGES SHALL BE THE LEGAL AND FINANCIAL RESPONSIBILITY OF THE CONTRACTOR OR SUB- CONTRACTORS INVOLVED AND SHALL BE THEIR RESPONSIBILITY TO REPLACE OR REPAIR THE CONDITION AS DIRECTED BY THE ENGINEER. F!Et 71.1^;1 y. V." tii r!tfii.. JUL 112016 " ' U'NTE'r? O (or I (c tecinstructQ 3Bothell LLC PMB 181, Kenmo e. wA96028 g;;;;;A Telephone (206) 553 9076 - Fax (206) 529 4408 ENGINEERING OWNER: Luu Le SHEET ADDRESS: 4725 S. 107TH ST. TUKWILA, WA. 98178 C 1 `J PARCEL NO.: 5476800100 DESCRIPTION: Structural Beam Design DATE: 10/29/13 SCALE: aS noted ENGINEER: Roland HeImisCh, P. E.