The URL can be used to link to this page

Home My WebLink AboutPermit D06-032 - Clausen Residence - RemodelCLAUSEN RESIDENCE 4402 S 164 ST D06 -032 Parcel No.: 5379800600 Address: 4402 S 164 ST TUKW Suite No: City o iTukwila Tenant: Name: CLAUSEN RESIDENCE Address: 4402 S 164 ST, TUKWILA WA Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.us DEVELOPMENT PERMIT Owner: Name: TIEMANN PETER B+TAMI R Phone: Address: 4402 5 16411H ST, TUKWILA WA Permit Number: D06 -032 Issue Date: 02/15/2006 Permit Expires On: 08/14/2006 Contact Person: Name: DIANA CLAUSEN Phone: 206 248 -1024 Address: 4402 5 164 ST, TUKWILA WA Contractor: Name: OWNER AFFIDAVIT ON FILE - DIANA CLAUSEN Phone: Address: , Contractor License No: Expiration Date: DESCRIPTION OF WORK: RENEWING PERMIT D03 -384 TO COMPLETE WORK ON 2ND LEVEL REMODEL, 2 EXISTING BEDROOM, AND REMODELING ONE EXISTING BEDROOM TO CREATE A MASTER BATH AND CLOSET. Value of Construction: $15,000.00 Fees Collected: $518.28 Type of Fire Protection: AUTO FIRE ALARM International Building Code Edition: 2003 Type of Construction: V -B Occupancy per IBC: 0022 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: N doc: IBC - Permit N Number: 0 Size (Inches): 0 Start Time: End Time: Volumes: Cut 0 c.y. Fill 0 c.y. Start Time: End Time: Private: Public: Profit: N Non - Profit: N Private: Public: Steven M. Mullet, Mayor Steve Lancaster, Director 006 -032 Printed: 02 -15 -2006 Permit Center Authorized Signature: Print Name: doe: IBC - Permit City oTukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431 -3670 Fax: 206 -431 -3665 Web site: ci.tukwila.wa.us Acamap9 D;AN# CI A Steven M. Mullet, Mayor Steve Lancaster, Director Permit Number: D06 -032 Issue Date: 02/15/2006 Permit Expires On: 08/14/2006 Date: AZ I� D10 I hereby certify that I have read and am this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit. Signature: • / Date: a'lc 06 This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. D06 -032 Printed: 02 -15 -2006 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 5379800600 Address: 4402 S 164 ST TUKW Suite No: Tenant: CLAUSEN RESIDENCE 1: ** *BUILDING DEPARTMENT CONDITIONS * ** PERMIT CONDITIONS Permit Number: D06 -032 Status: ISSUED Applied Date: 02/01/2006 Issue Date: 02/15/2006 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the, Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction These documents shall be maintained and made available until final inspection approval is granted. 5: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code 6: All wood to remain in placed concrete shall be treated wood. 7: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 8: Manufacturers installation instructions shall be available on the job site at the time of inspection. 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: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 11: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 12: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of Ignition is not less than 18 Inches above the Floor surface on which the equipment or appliance rests. 13: 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. 14: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Department of Public Health - Seattle and King County (206/296- 4932). doc: Conditions D06 -032 Printed: 02 -15 -2006 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 15: All electrical work shall be Inspected and approved under a separate permit issued by the Washington State Department of Labor and Industries (206/248- 6630). 16: 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. * *continued on next page ** doc: Conditions 006 -032 Printed: 02-15-2006 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 1 (206) 431 -3670 I hereby certify that I have read these conditions and will comply with them as outlined. 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 provision of any other work or local laws regulating construction or the performance of work. Signature: Print Name: Pl/W4 (. 1-4 FA Date: 0 �P P doc: Conditions 006 -032 Printed: 02 -15 -2006 Site Address: Tenant Name: Property Owners Name: MkcirtAEL > DIANA COOS" Mailing Address: Same- t) ILA city Name: CITY OF TUKWIIi? Community Developmii'partment Public Works. Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 D\PrNR GLU;EN Mailing Address: 5oome. E -Mail Address: I OC/4 (!■ n c m LO 6L p vie GENERAL CONTRACTOR INFORMATION - (Mechanical Contractor information oat back page) Company Name: Mailing Address: city Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: "An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name: S320O ICS DE 516 Mailing Address: p Contact Person: EN- V) ROOK S E -Mail Address: ENGINEER or RE' CORD —MI plans must be wet stamped by Engineer of Record Company Name: Mailing Address: City Contact Person: Day Telephone: E -Mail Address: Fax Number: 9 :V *Aim chaases Veamk applicaion (74004) Revised: 6-i -0S ae 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 ** ++L4DZ 9. I14 5 Page 1 King Co Assessor's Tax No.: '7 0� — l /��h "i Suite Number. Floor: New Tenant: ❑ .... Yes 121':.No WJk cA5IEZCS State Zip Day Telephone: 15-3� (off W k 106- al-M -102.4 kw\ City Slate Zip Fax Number: State Ciy State Zip Day Telephone: 142- S31- 1 210 Fax Number: 42C - K 3 -7 - 12-9 0 . State Zip Zip Valuation of Project (contractor's bid price): S 15/000. ` 00 Existing Building Valuation: S Scope of Work (please provide detailed information): V' ItvQ,I Y{,1Mflat 1 I 2.- 0A14 h j lot et ms m vnotie 1 one eikcts-h? 12eAroo✓r -b tread- a.- wlcts4e-e host in Arct lose -6 ( renew yeirneit 5 DO3 - 3gl M03 -213) Will there be new rack storage? ❑ ..Yes -. No If `yes ", see Handout No. for requ Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single - family building footprint (area of the foundation of all structures, plus any decks ova 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 for 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: 0.. Sprinklers gr..Automatic Fire Alarm ❑..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes ❑ ..No If "yes". attach list ojmaterials and storage locations on a separate 8-1/2 x 11 paper indicating quantities and Material Safety Data Sheets, 00permia pbuace eangCipenne .potation (7-2004) Revised' 64-05 en Page 2 Existing Interior Remodel Addition to Existing Structure New ; Type of Construction per ; Type of Occupancy per IBC In Floor 10 6 2' Floor J ! O 1O tt %/ '1 � 1 3'" Floor Floors thru Basement aoC, Accessory Structure" Attached Garage Detached Garage Attached Carport Detached Carport - - Covered Deck Uncovered Deck Valuation of Project (contractor's bid price): S 15/000. ` 00 Existing Building Valuation: S Scope of Work (please provide detailed information): V' ItvQ,I Y{,1Mflat 1 I 2.- 0A14 h j lot et ms m vnotie 1 one eikcts-h? 12eAroo✓r -b tread- a.- wlcts4e-e host in Arct lose -6 ( renew yeirneit 5 DO3 - 3gl M03 -213) Will there be new rack storage? ❑ ..Yes -. No If `yes ", see Handout No. for requ Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single - family building footprint (area of the foundation of all structures, plus any decks ova 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 for 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: 0.. Sprinklers gr..Automatic Fire Alarm ❑..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes ❑ ..No If "yes". attach list ojmaterials and storage locations on a separate 8-1/2 x 11 paper indicating quantities and Material Safety Data Sheets, 00permia pbuace eangCipenne .potation (7-2004) Revised' 64-05 en Page 2 Unit Type: Qty Unit Type: - Qty Unit Type: Qty Boiler /Compressor: Qty Fumace<I BTU Air Handling Unit >10,000 CFM Fire Damper 0 -3 HP /100,000 BTU Fumace>IOOK BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct Thermostat 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System Wood/Gas Stove 30-50 HP /1,750,000 BTU Appliance Vent Hood and Duct Water Heater 501- HP/I,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System Incinerator - Domestic Emergency Generator Air Handling Unit <10,000 CFM Incinerator — Comm/Ind Other Mechanical Equipment MECHANICAL PERMIT INtt jATION - 206- 431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: Contact Person: D City zip Day Telephone: state E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: ••An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Valuation of Project (contractor's bid price): $ 01000. 00 bvstmorE u IW\U1 -f-1 poi/ , v p s - I ? n r s \ 4 oovn4 void leime elei:tnc1 ced air base Scope of Work (please provide detailed information): .: . a - , 't' 1. 1 , 1 1e 1t S tl Ol Aka if / 0 �I 11' . 1 • f PIE /. IIIMM . e / '. Print Name: b I ANA G(A Mailing Address: I 'F O2 S- I64Th cr ._ I Date ApplicationAccepted: ' - -: 02•oI , (,p *aae,oks w-uc ehed ayrmn eppllrnie0 (• -a>a) Revised: 6103 bh Page 4 City State zip lo acmes* Use: Residential: New .... • Replacement Commercial: New ....0 Replacement ❑ Fuel Tyne: Electric ❑ Gas ...$ Other: Indicate type of mechanical work being installed and the quantity below: -PERMIT APPLICATION NOTES App6caltie to ail p' ermits in - this application Value of Construction — In all eases, 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: r2 t) m 2-06 2 Day Telephone: 2 5 5 102.L1 1WtN IIA WA 177 gg Date Application Expires: 0( Cto - . -Staff Initials: driw I Scope of Work (please provide detailed information): Water District er...Tukwila ❑ ...Water Availability Prov 6.d ❑...Water District #I25 Proposed Activities (mark boxes that aunty): ❑ ...Right -of -way Use - Nonprofit for less than 72 hou ❑ ...Right -of -way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right -of -way Non Right -of -way ❑ ...Total Cut A ...Total Fill cubic yards cubic yards ❑...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic W ❑...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size El ...Water Only Meter Size ❑...Sewer Main Extension ....Public ❑...Water Main Extension. ... Public q:Npermits pbu4ce cMngetpema application (7 -2004) Revised: 6.11-05 bb ❑ .. ❑ .. Call before you Dig: 1- 800 - 424-5555 Please refer to Public Works Bulletin #I for fees an estimate sheet: ❑ .. Highline Sewer District ...Tukwila \ .ValVue ❑ Renton ❑ ...Seattle ...Sewer Use Certificate ❑... ewer Availability Provided ❑ .. Approved Septic P s Provided ❑...Septic System - For onsite septic tem, provide 2 copies of a current septic desi pproval by King County Health Department. Submitted with Application (mark boxes ich apply): "..Civil Plans (Maximum Paper Size — 2 x34 ") ❑ ...Technical Information Report (Storm Drat :e) ❑ .. Grote ical Report ❑ ...Bond ❑ .. Insurance ❑ .. ment(s) ❑ .. Mai enance Agreement(s) 0... Hold Harmless A don Septic Tank Cut avement Cut Looped Fire Line WO# WO# WO# Private Private FIN - E •RMATIO Fire Line Size at Property inc - Number of Public Fire Hydrant(s) ❑ ...Water ❑...Sewer ❑...Sewage Treatment M•nthl S rviceBill' • to: Name: Mailing Address: Page 3 Right -of -way Use - Profit for less than 72 hours Right -of -way Use — Potential Disturbance .. Work in Flood Zone .. Storm Drainage ❑ ...Deduct Water er Size Day Telephone: coy Water Meter Refund/Billing: Name: Mailing Address:. Day Telephone: City ❑...R- on ❑ ...Traffic Impact Analysis ❑ .. Crease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑.. Utility Undergrounding State State ZAP City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 5379800600 Permit Number: DO6 -032 Address: 4402 S 164 ST TUKW Status: PENDING Suite No: Applied Date: 02/01/2006 Applicant: CLAUSEN RESIDENCE Issue Date: Receipt No.: R06 -00145 Payment Amount: 4.50 Initials: JEM Payment Date: 02/01/2006 02:10 PM User ID: 1165 Balance: $0.00 Payee: DIANA CLAUSEN TRANSACTION LIST: Type Method Description Amount Payment Cash ACCOUNT ITEM LIST: Description Current Pmts doc: Receipt STATE BUILDING SURCHARGE RECEIPT Account Code 4.50 000/386.904 4.50 Total: 4.50 1913 02/01 9716 TOTAL 5.50 Printed: 02 -01 -2006 RECEIPT NO: R06 -00142 Initials: JEM Payee: DIANA CLAUSEN SET TRANSACTIONS: Set Member Amount D06 -032 513.78 M06 -018 180.79 TOTAL: 694.57 C i ty of Tukw Steven M.MulletiMavor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 SET RECEIPT Copy Reprinted on 02 -01 -2006 at 12:25:25 02/01/2006 Payment Date: 02/01 /2006 User ID: 1165 Total Payment:694.57 SET ID: 020106 SET NAME: CLAUSEN TRANSACTION LIST: Type Method Description Amount Payment Cash 694.57 TOTAL: 694.57 ACCOUNT ITEM LIST: Description BUILDING - RES MECHANICAL - RES PLAN CHECK - RES Account Code Current Pmts 000/322.100 311.38 000/322.100 150.63 000/345.830 232.56 TOTAL: 694.57 1912 02/01 9716 TOTAL 694.57 'LOT AND BUILDING INFORMATION • OWNERS MICHAEL S. CLAUSEN & DIANA M. CLAUSEN • ADDRESS 4402 SOUTH 164th STREET TUKWILA, WA 98188 • PARCFI 10 NUMBER 537980- 0600 -09 • I FSAI DESCRIPTION THE SOUTH 112 FEET OF THE WEST HALF OF LOT 334 BLOCK 5 McMICKEN HEIGHTS (.U1'RECORDED) KI COUNTY, - WASHINNGTON • SCOPE OF WORK 2nd LEVEL — REMODEL (2) EXISTING BEDROOMS. REMODEL (1) EXISTING BEDROOM TO CREATE A MASTER BATH AND CLOSET, DECREASE PITCH ON ON BACK ROOF TO INCREASE HEAD HEIGHT. • CI FARING W GRADING TOTAL EXCAVATION TOTAL UNUSABLE SURPLUS TOTAL IMPORT TOTAL GRADED AREA • 70NING LDR FRONT SETBACK = 20 SIDE SETBACK = 5 REAR SETBACK = 10 MAX. HEIGHT = 30 ft ft ft ft O cuyd O cuyd 0 cuyd 0 sqft • IMPERVIOUS COVERAGE RESIDENCE = 906 sqft STEPS, PATIOS, & WALKS = 750 sqft COVERED PORCHES = 83 sqft EXIST. CARPORT /SHED = 570 sqft PAVED ADJACENT DRIVE = 420 sqft TOTAL = 2729 sqft STRUCTURE COVERAGE = 1559 sqft LOT SIZE = 8400 sqft % IMPERVIOUS COVERAGE = 32.50 % STRUCTURE COVERAGE = 18.6 < 32.625* " 0.35 — (19x0.125) = 32.625% (PER 18.10.057) INDICATES ADDITION ON SECOND LEVEL in N co w O m u7 it N • 81111 DING ARFAS • HEATING SYSTEM • DRAINAGE — DISCHARGE FROM FOOTING DRAINS & DOWNSPOUTS -- FLOW ncn wa O a • \ FXISTING BASEMENT 1ST FLOOR 2ND FLOOR TOTAL -J E-Lo O ELI.' wN EXISTING PORCH v I CONCRETE PATIO EXISTING CARPORT ON SLAB 27' ,s( RISCWIt NEW ie n abject nVe1 Is bd errors and omis6 r*/ - t 0.- SOFT 2ND ELYYOR' = - 209 19QFT -•... 723 2 SOFT - - - TOTAL =. 209 - SOFT - •. — c NATURAL GAS 'FORCED AIR - 17 in N L. EXIS1ING EAVE LINE C 1 ■ ' EXISTING WALL LINE_ S 00'15'50" E — 112' m 5' BSBL EXISTING WIRE FENCE I Agli CONCRETE WALK ■ EXITING 32 EN TTRY J (n EXISTING EAVE LINE N 00'15'50" W — 112' 0 GRAVEL DRIVE N HEDGE RFMODEI FO EXISTING 2— TORY 33' 2ND FLOOR 487 SOFT GRAND TOTAI = 2581 SOFT RECEIVED CITY OF TUKWILA FEB 012006 PERMIT CENTEn SITE PLAN- S. 112' OF THE W. HALF LOT 34, BLOCK 5, McMI EN HEIGHTS, KING COUNTY WA -gerc e SCALE - 1" = 20' Copyright Restrictions All other rights reserved. Prescriptive Approach Simple Form for the Washington State Energy Code (2001 Second Edition) Climate Zone 1 December 2002 WSUCEEP02 -141 Effective 1/1/03 Copyright: Washington State University Cooperative Extension Energy Program [C] 2002 Funding for this form was provided by: U.S. Department of Energy Northwest Energy Efficiency Alliance Washington State University Cooperative Extension Energy Program 925 Plum St. SE Bldg. #4 P.O. Box 43165 Olympia, WA 98504-3165 COOPERATIVE EXTENSION WASHINGTON STATE UNIVERSI "I "Y p ENERGY PROGRAM Option Glazing. Area %ofFloor Glazing U- Factor Door 9 U- factor Ceiling z Vaulted Ceiling' Wall Above Grade Wall Int Below Grade Wall Ext4 Below Grade FIO°r5 Slab° On Grade Vertical Overhead'' IV. Unlimited Group R -3 Occupancy Only 0.40 0.58 0.20 R -38 R -30 R -21 R -21 R -IO R -30 R -10 Phone: 425 1 1290 Phone 2: F ax: 4 OS/ 12°70 This project complies with the following: WSUCEEP02 -141 Prescriptive Approach — Simple Form For the Washington State Energy Code (2001 Second Edition) Climate Zone 1 Site Information Lot PO te+CPYl CPC Lo+34- C' Address' 4402- Sor�1 n 16 1t 7-1- City:TO VIA t o w State: A Zip: 9 1 0 ' 11 et Contact: Eric esraOF -S • Table 6 -1 PRESCRIPTIVE REQUIREMENTS " FOR GROUP R -3 OCCUPANCY CLIMATE ZONE 1 (Unlimited Glazine On ion Onlvl See the code text for footnote references Building Department Use Only Permit #: Notes: ✓ The project is a single family residence or duplex. ✓ The project is wood frame OR all of the insulation is Interior or exterior of the framing. ✓ All building components meet the requirements listed in Table 6-1, Option IV. ✓ The project will meet all other provisions of the WSEC and VIAQ. The project will take advantage of the following exceptions to the prescriptive option: ❑ 602.6 Exception 1. One door, that is 24 ft. or less, that does not meet the standards is allowed. Location of the door taking this exception ❑ 602.6 Exception 2. Doors with a U- factor of 0.40 allowed without calculations, Option IV only. Location of the door(s) taking this exception Copied by permission from the Washington State University Cooperative Extension Energy Program Copyright 2002 Prescriptive - Simple Form - Climate Zone 1 12/23/2002 C Wr /.Pth7 71: &E.T Sr3H 16 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL FILE 031111 By T.W. DATE 12/1/03 SHT # Clausen Residence Addition / Remodel Designer: Brooks Design Design Criteria: Code: UBC 1997 Seismic: Zone 3 Wind: 80 mph; Exposure B LATERAL LOAD ANALYSIS Refer to attached sketches for definition of axes and zonal breakdown See development of forces at end SEISMIC Upper Floor (Second) Weightsy axis: Shear Line 1 Weights x axis (Second Floor) Shear Line 5 Roof Area grid 1,x -x = —Rho( := 182 Ft Wall Area grid 1,x -x = A wax xx := 432 Ft Floor Area grid 1,x -x= Fbor := 0 Ft ,Shear Line 6 Roof Area grid 2,x -x = A R2roc := 413 Ft Wall Area grid 2,x -x = A W2xx := 544 Ft Roof Area grid A,y -y = A Rayy := 413 Ft Wall Area grid A,y -y = A Wayy := 556 Ft2 Horizontal Seismic Loads Floor Area grid A,y-y = A Fayy : = 0 Ft F Sayys := A Rayy + A ways + A Fayy • 15 •.140, = 2034.9 Horiz Seismic Load Zone A y -y F Sayys Shear Line 2 Roof Area grid B,y -y= ARbyy := 413 Ft Wall Area grid B,y -y = A W := 804 Ft Floor Area grid B,y -y= A =0 Ft2 FSbyys:= [(`4Rbyy +AWbyy+AFbly).15..140] F Sbyys = 2555.7 Horiz Seismic Load Zone B y -y Shots :r ( Rho( + + A Flxx) .15.140 F Shots = 1289.4 Horiz Seismic Load Zone 1 x -x Floor Area grid 2,x -x = A F2 .= 0 Ft F S2xxs = ( R2xx + A wax + ' F2xx) • 15.140 F S2 = 2009.7 Horiz Seismic Load Zone 2 x -x Shear ine 7 Roof Area grid 3,x -x = A R3xor := 231 Ft Wall Area grid 3,x -x = A W3xx := 488 Ft Floor Area grid 3,x -x= AF3xx: =0 Ft2 F S3xxs =4 R3xx + AW3xx+ A -15 -.140 F S3)ccs = 1509.9 Horiz Seismic Load Zone 3 x -x e GPLP Y i l S[ a;ilN•I i �7 "?[ti i -' . 16 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL FILE 031111 BY T.W. DATE 12/1/03 SHT WIND LOADS See development of forces at end Upper Floor (Second) y axis Sail Areas: S/L 1 A ayy := 168 S/L 2 A b := 168 x axis Sail Areas: S/L5 A =78 S/L 6 A 2xx := 177 S/L 7 A 3 , : = 99 Determine Governing load at each section (Second Floor) F Sayy := 2402 F Sb := 2556 S/L 1: S/L 2: S/L 6: S/L 7: Wind Govems Seismic Governs L := 11.5 I ' 52 = 11.5 Force from "x" direction S/L5: L 12 + 12 L =24 L 5 := 6.75 L =6.75 LS7:= 3.5 +3.5 L =7 F Sayyw = A ayy 14.3 F Sbyyw := A F Slxxw' = A 1xx' 14.3 F S2xxw A 2xx' 14.3 F S3xxw' = A 3xx• 14.3 f S5 f S7 F Sl�o: F S2xx F S3xx Calculate Strength Requirements for Shear Walls (Upper Floor): Force from "y" direction Shear Line Length of Unit Load Shear Wall (Ft.) (Lb. per Ft.) L =11.5 F Sayy fSl LS1 = 11.5 L 51 F Sbyy L 5 P S1xx L S5 F S2xx f S6 L 56 F 53xx L S7 1289 2531 1510 Horizontal Seismic Force Horizontal Wind Force (reference) F Sayyw = 2402.4 F Sbyyw = 2402.4 F Shaw = 1115.4 F S = 2531.1 F S3xxw = 1415.7 Seismic Governs Wind Governs Seismic Governs f = 208.87 P1 -6 = 222.261 f = 53.708 f = 374.963 f = 215.714 Shear Wall Type Required See Schedule P1-6 P1 -6 P1 -3 P1 -6 = 2034.9 F Sayys F Sbyys = 2555.7 F Slxxs = 1289,4 F S2xxs = 2009.7 F S3xxs = 1509.9 BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL FILE 031111 BY T.W. DATE 12/1/03 SHT -7 ) C Hold Down Requirements for Upper Floor shear walls: When calculating weight contributing to resistive moment, use tributary areas x 15 psf x 2/3 reduction = 10 psf S/L 1 S/L 2 S/L 5 S/L 6 S/L 7 17017 - 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 Wall l A: L : 11.5 wall length, ft. W SIA 1380 wall weight+ load supported, lb. H := 8 wall height, ft. Wall Uplift= fuplA _ � w S1A fuplA= 980.957 UseMST37 L 2 Wall 2A: L := 11.5 wall length, ft. f 8 = 222.261 unit lateral load on wall, lb. /ft. W S2A : 1380 wall weight + load supported, lb. Wall Uplift= f up2A = if S2' ' W S2A L 2 Wall 5A &B: L := 12 wall length, ft. W S5A = 1440 wall weight + load supported, lb. Wall 7A&B• L := 3.5 wall length, ft. Max down load = f dn7A = \f spit) •H + S7A L 2 f = 208.87 unit lateral load on wall, lb. /ft. H := 8 wall height, ft. 1088.087 UseMST37 f up2A = f S5 = 53.708 unit lateral load on wall, lb. /ft. 11 := 8 wall height, ft. Wall Uplift = fu 5A = ` f S5' 1 )' H WSSA fu 5A = - 290.333 up 5A 2 p No Additional Holddown Required Wall 6A: L :- 6.75 wall length, ft. f S6 = 374.963 unit lateral load on wall, lb. /ft. W S6A = 840 wall weight + load supported, Ib. 11 := 8 wall height, ft. Wall Uplift = f 6A_ \f S6 4-1 ) .1.1 W S6A fu 6A = 2579.704 Use MST60 p L 2 up 6A S7 = 215.714 unit lateral load on wall, lb. /ft. W S7A := 525 wall weight + load supported lb. H := 8 wall height, ft. ( W S7A Wall Uplift= fu 7A := u 7A = 1463.214 Use MST48 p L 2 p f dn7A = 1988.214 Use MST48 BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL FILE 031111 gy T.W. DATE 12/1/03 SHT �1 ■ Main Floor Weights v axis: Shear Line 1 Roof Area grid A,y -y = A Rayy := 0 Wall Area grid A,y -y = A Wayy := 704 Floor Area gridA,y -y= A Fayy := 413 p:= 1 Shear Line 2 Roof Area grid B,y -y = Wall Area grid B,y = Floor Area grid B,y -y = Weights x axis (Main Floor) Shear Line 5 Roof Area grid 1,x -x = Wall Area grid 1,x -x = Floor Area grid 1,x -x = Shear Line 6 Roof Area grid 2,x -x = Wall Area grid 2,x -x = Floor Area grid 2,x -x = 17017 — 102nd Ave. S.E. Snohomish. WA 98296 Phone: (360) 668 -3882 A Rlxx A Wlxx := 328 AFlxx 182 (see Rho calculation at end) A Rbyy := 0 A Wbyy = 624 A Fbyy := 413 Ft Ft Ft Ft Ft Ft p x := 1 (see Rho calculation at end) A R2xx = 0 Ft A W2xx := 432 Ft A F2xx : =413 F1 Ft Ft Ft Horizontal Seismic Loads F Mayys := [ ( + + Mayys = 2345.7 F MayysTot F Mayys + F Sayys Second floor Horiz Seismic Load S/L 1 F MayysTot = 4380.6 Total Shear on S/L 1 FMbyys I ( ARbyy +AWbyy +AFbly)-15..140]•PY F Mbyys = 2177.7 Second floor Horiz Seismic Load S/L 2 F MbyysTot = F Mbyys + F Sbyys F MbyysTot = 4733.4 Total Shear on S/L 2 F Mins ' [ ( ' 4 Rlxx+ AWixx +'4F1xx)'15 .140] p F Ml xxs = 1071 Second Floor Horiz Seismic Load S/L 5 F M1xxsTot' = F Mlxxs + F Slxxs F M2xxs := [ ( A R2xx + A W2xx + A F2xx) .15%140} • p x F M2 70 = 1774.5 F M2xxsTot := F Mica + F S2xxs F M1xxsTot = 2360.4 Total Shear on S/L 5 Horiz Seismic Load S/L 6 F M2xxsTot = 3784.2 Total Shear on S/L 6 [•i9JPYiaa`t•llaa?:11:GI7� a. :I 17017 — 102nd Ave. S.E. Snohomish. WA 98296 Phone: (360) 668 -3882 BROOKS DESIGN CLAUSEN RESIDENCE ADDMON /REMODEL FILE 031111 BY T.W. DATE 12/1/03 SHT Shear Line 7 Roof Area grid 3,x -x = A R3'o := 0 Ft Wall Area grid 3,x -x = A W3ra := 520 Ft Floor Area grid 3,x -x = A F3a0r := 231 Ft WIND LOADS See development of forces at end Main Floor y axis Sail Areas: S/L1 A 112 S/L2 A ayy := 112 x axis Sail Areas: S/L 5 Fm := 4381 Seismic Governs F Mhyy : 4623 Wind Governs F Mayyw := A ayy 13.22 F MayywTot - F Mayyw + F Sayyw F Ivlbyyw : = A b yy 13.22 F MbyywTot ' F Mbyyw + F Sbyyw F M3xxs = 1577.1 = 52 FMlrocw A ho c 13.22 F MIxxwTot' = FMlxxw + FS1xxw S/L 6 A 2 .= 128 F M2xxw := A 2= 43.22 F M2xxwTot := F M2xxw + F S2xxw S/L 7 A 3:0r := 76 F M3xxw := A 3 13.22 F M3XXWTot '= F M3xxw + F S3xxw Determine Governing load at each section (Main Floor) F M3xxs = [ ( + + M3xxsTot F M3xxs + F S3xxs FMlxx:= 2360 Fm2xx := 4223 F M3xx := 3087 Horizontal Seismic Force Horizontal Wind Force (reference) F hlavyw = 1480.64 MayywTot = 3883.04 F lvlb = 2220.96 F MbyywTot = 4623.36 FMlxcw = 687.44 Load from lower floor F MI xxwTot = 1802.84 Total wind load on S/L 5 F hl2:ocw = 1692.16 F M2xxwTot = 4223.26 Total wind load on S/L 6 FM3xxw = 1004.72 F M3xxw+Tot = 2420.42 Total wind load on S/L 7 Seismic Governs Wind Governs Seismic Governs Horiz Seismic Load S/L 7 F M3xxsTot = 3087 Total Shear on S/L 7 Load from lower floor F MayysTot = 4380.6 Load from lower floor F MbyysTot = 4733.4 F M1xxsTot = 2360.4 Load from lower floor F M2xxsTot = 3784.2 Load from lower floor F M3xxsTot = 3087 BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL FILE 031111 By T.W. DATE 12/1/03 SHT e �ltntz?�r »�is4faa G 17017 - 102nd Ave. S.E. Snohomish. WA 98296 Phone: (360) 668 -3882 Calculate Strength Requirements for Shear Walls: Force from "v" direction Shear Line Length of Unit Load Shear Wall (Ft.) (Lb. per Ft.) S/L 1: S/L 2: Force from "x" direction S/L 5: S/L 6: S/L 7: S/L 1 Wall 1A; Wall Uplift = f upM1A Wall 1B: L := 10 Wall Uplift = LMI: =8 +10 L MI =18 LM2 4 + + + f M2 L M2 =25 L 3.5+4.5 +4.5 +3.5fM5:= FMlxx L M5 = 16 LMS L m6 := 4 + 5 L M6 =9 L m7 := 4 + 6.5 + 7.5 L M7 =18 F Mayy M1 L Ml M7' F M2xx fM6 L M6 F M3xx L M7 Hold Down Requirements for Main floor shear walls: Add uplift due to upper floor shear walls stacked above to uplift from main floor shear walls When calculating weight contributing to resistive moment, use tributary areas x 15 psf x 2/3 reduction =10 psf L := 8 wall length, ft. W MIA := 1720 wall weight + load supported, Ib. H := 8 wall height, ft. = 2150 W M1B f upM1B' (FMayyw L1 8 L M1 1 W MLA L 2 wall length, ft wall weight + load supported, lb. F Say w L Sl , W S1A 11.5 11.5 •16 2 f M6 = 469.222 P1 -3 f m2 = 184.92 P1 -6 f M5 = 147.5 f M7 = 171.5 PI -6 f upMIA = - 201.938 No Additional Holddowu Required H := 8 (F Ma nw L 8 L M 1 W MIB L 2 Shear Wall Type Required See Schedule = 243.389 P1 -6 P1 -6 wall height, ft. f upM1B = 2235.532 Use MST60 ! %,9.1�Yil�.lnl:l�y:71`.fOT7 7a -?kP.l 17017 - 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL FILE 031111 B. T.W. DATE 12/1/03 SHT S/L 2 S/L 5 Wall 2A: L := 8 wall length, ft. W M2A := 1720 wall weight +load supported, lb. H := 8 wall height, ft. ( L 8 Wall Uplift = Wall 2B: L := 5 wall length, ft. W M2B := 1075 wall weight + load supported, lb. H := 8 wall height, ft. Wall Uplift = f upM2A : f upM2B • Wall 2C: L := 8 wall length, ft. W M2C := 1760 wall weight + load supported, lb. H := 8 wall height, ft. Wall Uplift = f upM2C • Uplift at Main Floor from Upper Floor shear wall 5A and 5B: IF Slrocw 121 16 Wall Uplift = f upMSSA Uplift from Main Floor Shear Walls on Line 5 Wall Uplift = f upMSA • L M2 W M2A L 2 Sbyyw L S2 11.5)-16 W S2A 11.5 2 F Mb Yr 'L 8 L M2 M2C L 2 L 55 W SSA 12 2 FMhocw L 8 L M5 W M5A L 2 f upM2A = - 149.293 No Additional Holddown Required F YYw 8 L M2 W M2B L 2 f upM2c = - 169.293 No Additional Holddown Required f upMS5A = 23.6 Wall 5A -D: L := 3.5 wall length, ft. W M5A := 910 wall weight + load supported, lb. H := 8 wall height, ft. f upM5A = - 111.28 No Additional Holddown Required £ upM2B = 2825.677 Use MST60 S/L 6 S/L 7 Wall Uplift = Uplift at Main Floor from Upper Floor shear wall 6A: Wall Uplift= fupMS6A Uplift from Main Floor Shear Walls on Line 6 Wall 6A &B: L := 4 wall length, ft. W M6A := 880 wall weight + load supported, Ib. H := 8 wall height, ft. Wall Uplift = f upM6A Wall Uplift = f upMS7A f upM7A• - Wall Uplift = f upM7B ' - F S2xxw 6.75 -16 L 56 ) W S6A 6.75 2 / Mb" L) 8 I ` L M6 W M6A L 2 At east and west end of 2nd floor shear wall 6A and east and west end of main floor shear wall 6A, uplift is coincident Total Uplift = f upMS6A + f upA = 5430.352 Use MST60 Uplift at Main Floor from Upper Floor shear wall 7A&7D: (F s30cw 3.5).16 L S 7 WS7A 3.5 2 Uplift at Main Floor from Main Floor shear walls on Shear Line 7: f upMS6A = 5579.644 ( upM6A = 3313.778 Use MST60 f upMS7A = 2973.386 Use MST60 Wall 7A; L := 4 wall length, ft. W M := 880 wall weight + load supported, lb. H := 8 wall height, ft. ( FM3xxw 41 8 L M7 / W M7A 4 2 f upM7A = 6.542 No Additional Holddown Required Wall '7B: L := 6.5 wall length, ft. W MT := 1430 wall weight + load supported, lb. H := 8 wall height, ft. ( F M330cw L 8 L M7 W M7B L 2 fupM7B = -268.458 No Additional Holddown Required 17017 — 102nd Ave. S.E. S nohomish, WA 98296 Phone: (360) 668 - 3882 BROOKS DESIGN CLAUSEN RESIDENC ADDITION /REMODEL FILE 031111 By T.W. 1.11/.141 /aadl`7 . - 4 1 14 = 1 1 , DATE 12/1/03 SHT c, S/L 6 S/L 7 Wall Uplift = Uplift at Main Floor from Upper Floor shear wall 6A: Wall Uplift= fupMS6A Uplift from Main Floor Shear Walls on Line 6 Wall 6A &B: L := 4 wall length, ft. W M6A := 880 wall weight + load supported, Ib. H := 8 wall height, ft. Wall Uplift = f upM6A Wall Uplift = f upMS7A f upM7A• - Wall Uplift = f upM7B ' - F S2xxw 6.75 -16 L 56 ) W S6A 6.75 2 / Mb" L) 8 I ` L M6 W M6A L 2 At east and west end of 2nd floor shear wall 6A and east and west end of main floor shear wall 6A, uplift is coincident Total Uplift = f upMS6A + f upA = 5430.352 Use MST60 Uplift at Main Floor from Upper Floor shear wall 7A&7D: (F s30cw 3.5).16 L S 7 WS7A 3.5 2 Uplift at Main Floor from Main Floor shear walls on Shear Line 7: f upMS6A = 5579.644 ( upM6A = 3313.778 Use MST60 f upMS7A = 2973.386 Use MST60 Wall 7A; L := 4 wall length, ft. W M := 880 wall weight + load supported, lb. H := 8 wall height, ft. ( FM3xxw 41 8 L M7 / W M7A 4 2 f upM7A = 6.542 No Additional Holddown Required Wall '7B: L := 6.5 wall length, ft. W MT := 1430 wall weight + load supported, lb. H := 8 wall height, ft. ( F M330cw L 8 L M7 W M7B L 2 fupM7B = -268.458 No Additional Holddown Required Wall 7C: L := 7.5 wall length, ft. W M7C 1650 wall weight + load supported, lb. H := 8 Wall Uplift = f upM7C • Basement Floor Weights y axis: Shear Line 1 Roof Area grid A,y -y = Wall Area grid A,y - y = Floor Area grid A,y -y = Shear Line 2 Roof Area grid B,y -y = Wall Area grid B,y = Floor Area grid B,y -y = Weights x axis (Lower Floor) Shear Line 5 Roof Area grid 1,x -x = Wall Area grid 1,x -x Floor Area grid 1,x -x = A A Wayy := 480 A Fayy 413 A Rbyy • = 0 A Wbyy :- 800 A := 413 A Rlxx 0 A who( :- 416 A Flxx := 182 (FM3flw L) 8 L M7 W M7C Ft Ft Ft F t 2 Ft F t 2 Ft Ft Ft L 2 FL Rayy +AW = 1875.3 Layys F LbyysTot F Lbyys :_ (ARbyy +AWbyy +AFb :1.15•.140 YY/ F L1xxs = 1255.8 wall height, ft. f upM7C = - 378.458 No Additional Holddown Required F Layys + F Mayys + F Sayys F LayysTot = 6255.9 Total Horiz Seismic Load S/L 1 F Lbyys = 2547.3 F LbyysTot = F Lbyys + F Mbyys + F Sbyys F LbyysTot = 7280.7 Total Horiz Seismic Load S/L 2 F L1xxs :_ ( + Who( + Horiz Seismic Load Zone 1 x -x F L1xxsTot' - F Llxxs + + F L1xxsTot =3616.2 BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL FILE 031111 BY T.W. 17017 — 102nd Ave. S.E Snohomish, WA 98296 Phone: (360) 668 - 3882 ratul awrdCi ikl? - ?[d.i DATE 12/1/03 SHT °i Wall 7C: L := 7.5 wall length, ft. W M7C 1650 wall weight + load supported, lb. H := 8 Wall Uplift = f upM7C • Basement Floor Weights y axis: Shear Line 1 Roof Area grid A,y -y = Wall Area grid A,y - y = Floor Area grid A,y -y = Shear Line 2 Roof Area grid B,y -y = Wall Area grid B,y = Floor Area grid B,y -y = Weights x axis (Lower Floor) Shear Line 5 Roof Area grid 1,x -x = Wall Area grid 1,x -x Floor Area grid 1,x -x = A A Wayy := 480 A Fayy 413 A Rbyy • = 0 A Wbyy :- 800 A := 413 A Rlxx 0 A who( :- 416 A Flxx := 182 (FM3flw L) 8 L M7 W M7C Ft Ft Ft F t 2 Ft F t 2 Ft Ft Ft L 2 FL Rayy +AW = 1875.3 Layys F LbyysTot F Lbyys :_ (ARbyy +AWbyy +AFb :1.15•.140 YY/ F L1xxs = 1255.8 wall height, ft. f upM7C = - 378.458 No Additional Holddown Required F Layys + F Mayys + F Sayys F LayysTot = 6255.9 Total Horiz Seismic Load S/L 1 F Lbyys = 2547.3 F LbyysTot = F Lbyys + F Mbyys + F Sbyys F LbyysTot = 7280.7 Total Horiz Seismic Load S/L 2 F L1xxs :_ ( + Who( + Horiz Seismic Load Zone 1 x -x F L1xxsTot' - F Llxxs + + F L1xxsTot =3616.2 FPLT1i N2`[dIJ� 7�7�,`1 17017 — 102nd Ave. S.E Snohomish, WA 98296 Phone: (360) 668 -3882 BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL FILE 031111 By T.W. DATE 12/1/03 SHT to Shear Line 6 Roof Area grid 2,x -x = A R2xx : = 0 Ft Wall Area grid 2,x -x = A W2xx : = 416 Ft Floor Area grid 2,x -x = A F2 oc : 413 Ft Shear Line 7 Roof Area grid 3,x -x = A R3roc = 0 Ft Wall Area grid 3,x -x= A W3xx := 368 Ft Floor Area grid 3,x -x = A F3xx := 231 Ft F L2xxs :_ ( R2xz + A W2xx + A F2xx)' 15 .140 F L2xxs = 1740.9 Horiz Seismic Load Zone 2 x -x F L2xxsTot = F L2xxs + F M2xxs + F 52xxs F L2xxsTot = 5525.1 F L3xxs' = (AR3xx + + F L3xxs = 1257.9 Horiz Seismic Load Zone 3 x -x F L3xxsTot F L3xxs + F 1`,13xxs + F 53xxs F L3xxsTot = 4344.9 WIND LOADS See development of forces at end Lower Floor Horizontal Seismic Force y axis Sail Areas: Horizontal Wind Force (reference) 5/1.1 A ayy :- 64 F Layyw :- A ayy 13.22 F � yyW = 846.08 F LbyywTot F Layyw F Mayyw + F Sayyw F LbyywTot = 4729.12 F LbyysTot = 6255.9 S/L2 A byy := 64 F := Ab 13.22 Lbyyw = 846.08 F LbyywTot F Lbyyw + F Mbyyw + F Sbyyw F LbyywTot = 5469.44 F LbyysTot = 7280.7 x axis Sail Areas: S/L5 A : = 64 FLtxxw : =A1, •13.22 F W = 846.08 F LIxxwTot • F Llxxw +F M1,acw +F Slxxw F LIxxwTot = 2648.92 F LixxsTot = 3616.2 S/L 6 A 230r := 64 F L2xxw := A 2n-13.22 F L23ocw = 846.08 F L2xxwTot := F L2xxw + F M2xxw + F 52xxw F L2xxwTot = 5069.34 F L2xxsTot = 5525.1 S/L7 A 330 := 64 F L3xxw A F L3xxw = 846.08 F L3xxwTot ' F L3xxw + F M3xxw + F S3xxw F L3xxwTot = 3266.5 F L3xxsTot = 4344.9 C Li; 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL FILE 031111 By T.W. DATE 12/1/03 SHT 11 Determine Governing load at each section (Lower Floor) F L ayy := 6256 Seismic Governs F L1:ac := 3616 Seismic Governs F Lbyy := 7281 Seismic Governs F L2aoc : 5525 Seismic Governs F L3xx := 4345 Seismic Governs Calculate Strength Requirements for Basement Shear Walls: Force from "y" direction Shear Line Length of Unit Load Shear Wall (Ft.) (Lb. per Ft.) S/L I: LLl 6+12+8 _ F Layy Ll L =26 L LI S/L 2: Force from "x" direction S/L 5: S/L 6: S/L 7: LL2 :- 16,5 + 12.5 L =29 L := 28 L = 28 L := 11 L =11 L L 7 := 10.5 + 11 fL7 LL = 21.5 F Lbyy L2 L L2 FL1xx f LS = 129.143 L L5 F L2xx L L6 F L3xx L Shear Wall Type Required See Schedule f = 240.615 P1 -6 f L2 = 251.069 PI -6 P1 -6 f = 502.273 PI -2 f = 202.093 P1 -6 C 1■17,3 17017 Phone: Phone: — 102nd Ave. S.E. (360) ) 98296 (360) 688 -3682 BROOKS DESIGN CLAUSEN RESIDENCE ADDffION REMODEL / FILE 031111 BY DATE SHT TAW. 12/1/03 iL Hold Down Requirements: S/L 1 Hold Down Requirements at Foundation for Second Floor shear walls, Shear Line 1: Wall Uplift = f upLS1A • Wall I A: Wall Uplift = f upLMI A Wall 1B: Wall Uplift= f upLMIB Wall Uplift Wall IA: L := 11.5 wall length, ft. f up1A W SIA = 1380 wall weight + load supported, Ib. F Say 19 L SI W S1A L 2 Hold Down Requirements at Foundation for First Floor shear walls. Shear Line 1: L 8 wall length, ft. W MIA = 1720 wall weight + load supported, lb. ( malt', L 19 L Ml W MIA L 2 L := 10 wall length, ft. W M1B = 2150 wall weight + load supported, Ib. F / YY L 19 1L MI L W MIB 2 Hold down requirements for basement walls: Wall IA; L := 12 wall length, R f upLS1A = 3278.522 Use HTT16 f upLM1A = 3764.389 Use 11'1722 f upLM1B = 3549.389 Use HT722 W LI A := 3120 wall weight + load supported, lb. H := 4 wall height, ft. /FL., 12 • 4 1 Ll W LIA 12 2 f up1A = 597.538 No Additional Holddown Required r 17017 - 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL FILE 031111 BY T.W. DATE 12 /1/03 SHT r5 S/L 2 Wall Uplift= fup1B' Wall 1B: L := 8 Wall length, ft W LIB 2080 wall weight + load supported, lb. H := 4 wall height, ft. ( Fu n' b 4 L Ll W L1B 8 2 Hold Down Requirements at Foundation for Second Floor shear walls. Shear Line 2: Wall 2A L := 11.5 wall length, ft. W S2A = 1380 wall weight + toad supported, lb. Wall Uplift = fupLS2A'= FSb1,5,.1 •19 L 52 W S2A L 2 Hold Down Requirements at Foundation for Main Floor shear walls Shear Line 2: Wall Uplift = Wall 2A: L := 8 wall length, ft. W M2A = 1720 wall weight + load supported, lb. f upLM2A Wall 2B: Wall Uplift = f upLM2B F yy 442 L 19 W M2A L 2 L = 5 wall length, ft. W MZB = 1075 wall weight + load supported, lb. F MbYY L 19 Lm L WM2B 2 f up1B = - 77.538 No Additional Holddown Required 3532.957 Use HTT22 f upLS2A = = 2653.48 Use HTT22 f upLM2A f upLM2B = 2975.98 Use HTT22 S/L 5 Hold down requirements for basement walls: Wall Uplift = Wall Uplift = Wall Uplift = Wall Uplift = Wall 2A: L : = 16 wall length, ft. W L2A := 4160 wall weight +load supported, lb. H := 4 wall height, ft. £ Wall 2B Wall 5A: f up5A f upLS6A ' ( F Lbri 16 4 L L2 WL2A 16 2 L := 13 wall length ft. W L2B = 4160 wall weigh + load supported, lb. H := 4 wall height, ft. /F L2 4 I` LL2 W» up2B 13 2 f up2B = 1075.724 L := 28 wall length, ft. W L5A '= 7280 wall weight + load supported, lb. ( F Lin 28 4 L L5 ) WL5A 28 2 Hold Down Requirements at Foundation for Second Floor shear walls Shear Line 6: Wall 6A L := 6.5 wall length, ft. W S6A = 840 wall weight + Toad supported, lb. ( F S2roc L 19 IS6 W S6A L 2 f up2A = - 1075.724 No Additional Holddown Required No Additional Holddown Required 14 := 4 wall height, ft. f up5A = - 3123.429 No Additional Holddown Required f upLS6A = 6704.296 Use HD10A 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL FILE 031111 BY T.W. l n stiasadl`I KKil ;I DATE 12/1/03 SHT 1 `1 S/L 5 Hold down requirements for basement walls: Wall Uplift = Wall Uplift = Wall Uplift = Wall Uplift = Wall 2A: L : = 16 wall length, ft. W L2A := 4160 wall weight +load supported, lb. H := 4 wall height, ft. £ Wall 2B Wall 5A: f up5A f upLS6A ' ( F Lbri 16 4 L L2 WL2A 16 2 L := 13 wall length ft. W L2B = 4160 wall weigh + load supported, lb. H := 4 wall height, ft. /F L2 4 I` LL2 W» up2B 13 2 f up2B = 1075.724 L := 28 wall length, ft. W L5A '= 7280 wall weight + load supported, lb. ( F Lin 28 4 L L5 ) WL5A 28 2 Hold Down Requirements at Foundation for Second Floor shear walls Shear Line 6: Wall 6A L := 6.5 wall length, ft. W S6A = 840 wall weight + Toad supported, lb. ( F S2roc L 19 IS6 W S6A L 2 f up2A = - 1075.724 No Additional Holddown Required No Additional Holddown Required 14 := 4 wall height, ft. f up5A = - 3123.429 No Additional Holddown Required f upLS6A = 6704.296 Use HD10A BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL FILE 031111 BY T.W. DATE 12/1/03 SHT 15 Hold Down Requirements at Foundation for Main Floor shear walls. Shear Line 6: Hold down requirements for basement walls: Wall Uplift = S/L 7 Wall Uplift = Wall Uplift = ( Wall 6A &B: L := 4 wall length, ft. W M6A = 880 wall weight + load supported, lb. f up6A 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 f upLM6A • /F m3 1 1 L M7 (F L2xx L L6 Wall7A&B• L := 10.5 WL7A' 1260 L 11 2 4) 12 W M7A 4 2 L) 19 L M6 W M6A 2 Wall 2A: L := 11 wall length, ft. W L6A := 2800 wall weight+ load supported, lb. 11) 8 W L6A At east end of wall 2A on main floor, Holddowns from main and second floors are coincident: Total Uplift = f upLS6A + f upLM6A = 15179.519 wall length, It wall weight + load supported, lb. FLSxx L 4 L L7 W L7A L 2 f upLM6A = 8475.222 Use HD10A H := 8 f up6A = 2618.182 wall height, ft. Use HTT16 At west end of wall 2A, Holddowns from lower, main and second floors are coincident: Total Uplift = f upLS6A + f upLM6A + f up6A = 17797.7 Use (2) HD10A with 3 1/2" framing members (see sketch) Use (2) HD10A with 3 1/2" framing members (see sketch) H := 4 wall height, ft. f up7A = 1796.372 Use LTT231 SHEAR WALL SCHEDULE DESIGNATION DESIGN LOAD (lb /ft) DESCRIPTION PI -6 250 1/2" plywood or OSB equal, w/ 10d nails @ 6" o.c. Anchorage: (2)16d @ 10" o.c. or 5/8" bolts @ 32" o.c. PI -4 377 1/2" plywood or OSB equal, w/ 10d nails @ 4" o.c. Anchorage: (2)16d @ 6" o.c. or 5/8" bolts @ 24" o.c. P1 -3 492 1/2" plywood or OSB equal, w/ 10d nails @ 3" o.c. Anchorage: (2)16d @ 5" o.c. or 5/8" bolts @ 24" o.c. 3x members at adjoining panel edges P1 -2 631 1/2" plywood or OSB equal, w/ 10d nails @ 2" o.c. Anchorage: (3)16d @ 5" o.c. or 3/4" bolts @ 24" o.c. 3x members at adjoining panel edges P2 -6 508 1/2" plywood or OSB equal, 2 sides, w/ 10d nails @ 6" o.c. Anchorage: (2)16d @ 5" o.c. or 5/8" bolts @ 24" o.c. 3x members at adjoining panel edges P2 -4 754 1/2" plywood or OSB equal, 2 sides, w/ 10d nails @ 4" o.c. Anchorage: (3)I6d @ 5" o.c. or 3/4" bolts @ 24" o.c. 3x members at adjoining panel edges P2 -3 984 1/2" plywood or OSB equal, 2 sides, w/ 10d nails @ 3" o.c. Anchorage: (4)16d @ 5" o.c. or 3/4" bolts @ 20" o.c. 3x members at adjoining panel edges P2 -2 1262 1/2" plywood or OSB equal, 2 sides, w/ 10d nails @ 2" o.c. Anchorage: (4)16d @ 4" o.c. or 3/4" bolts @ 16" o.c. 3x members at adjoining panel edges Note: Nailing noted above is for panel edges and plate nailing (as indicated). Field nailing of remaining studs 10d at 12" o.c. 01 -7 100 Gypsum wallboard, 1 side, w/ 6d nails C3a 7" o.c. (entire sheet) Anchorage: 16d @ 16" o.c. or 5/8" bolts @ 48" o.c. 01-4 125 Gypsum wallboard, 1 side, w/ 6d nails @ 4" o.c. (entire sheet) Anchorage: 16d @ 12" o.c. or 5/8" bolts @ 48" o.c. 01-4B 150 Gypsum wallboard, 1 side, w/ 6d nails @ 4" o.c. (entire sheet) Blocking Required Anchorage: 16d @ 10" o.c. or 5/8" bolts @ 48" o.c. G2 -7 200 Gypsum wallboard, 2 sides, w/ 6d nails @ 7" o.c. (entire sheet) Anchorage: 16d @ 8" o.c. or 5/8" bolts @ 48" o.c. G2-4 250 Gypsum wallboard, 2 sides, w/ 6d nails @ 4" o.c. (entire sheet) Anchorage: 16d @ 6" o.c. or 5/8" bolts @ 48" o.c. 17017 - 102nd Ave. S.E. Ph (3 . WA 98296 Phone: (360) 688 -3682 BROOKS DESIGN CLAUSEN RESIDENCE A DDITION REMODEL / FILE 031111 By DATE SHT T.W. cr 12/1 /03 )(a SHEAR WALL SCHEDULE DESIGNATION DESIGN LOAD (lb /ft) DESCRIPTION PI -6 250 1/2" plywood or OSB equal, w/ 10d nails @ 6" o.c. Anchorage: (2)16d @ 10" o.c. or 5/8" bolts @ 32" o.c. PI -4 377 1/2" plywood or OSB equal, w/ 10d nails @ 4" o.c. Anchorage: (2)16d @ 6" o.c. or 5/8" bolts @ 24" o.c. P1 -3 492 1/2" plywood or OSB equal, w/ 10d nails @ 3" o.c. Anchorage: (2)16d @ 5" o.c. or 5/8" bolts @ 24" o.c. 3x members at adjoining panel edges P1 -2 631 1/2" plywood or OSB equal, w/ 10d nails @ 2" o.c. Anchorage: (3)16d @ 5" o.c. or 3/4" bolts @ 24" o.c. 3x members at adjoining panel edges P2 -6 508 1/2" plywood or OSB equal, 2 sides, w/ 10d nails @ 6" o.c. Anchorage: (2)16d @ 5" o.c. or 5/8" bolts @ 24" o.c. 3x members at adjoining panel edges P2 -4 754 1/2" plywood or OSB equal, 2 sides, w/ 10d nails @ 4" o.c. Anchorage: (3)I6d @ 5" o.c. or 3/4" bolts @ 24" o.c. 3x members at adjoining panel edges P2 -3 984 1/2" plywood or OSB equal, 2 sides, w/ 10d nails @ 3" o.c. Anchorage: (4)16d @ 5" o.c. or 3/4" bolts @ 20" o.c. 3x members at adjoining panel edges P2 -2 1262 1/2" plywood or OSB equal, 2 sides, w/ 10d nails @ 2" o.c. Anchorage: (4)16d @ 4" o.c. or 3/4" bolts @ 16" o.c. 3x members at adjoining panel edges Note: Nailing noted above is for panel edges and plate nailing (as indicated). Field nailing of remaining studs 10d at 12" o.c. 01 -7 100 Gypsum wallboard, 1 side, w/ 6d nails C3a 7" o.c. (entire sheet) Anchorage: 16d @ 16" o.c. or 5/8" bolts @ 48" o.c. 01-4 125 Gypsum wallboard, 1 side, w/ 6d nails @ 4" o.c. (entire sheet) Anchorage: 16d @ 12" o.c. or 5/8" bolts @ 48" o.c. 01-4B 150 Gypsum wallboard, 1 side, w/ 6d nails @ 4" o.c. (entire sheet) Blocking Required Anchorage: 16d @ 10" o.c. or 5/8" bolts @ 48" o.c. G2 -7 200 Gypsum wallboard, 2 sides, w/ 6d nails @ 7" o.c. (entire sheet) Anchorage: 16d @ 8" o.c. or 5/8" bolts @ 48" o.c. G2-4 250 Gypsum wallboard, 2 sides, w/ 6d nails @ 4" o.c. (entire sheet) Anchorage: 16d @ 6" o.c. or 5/8" bolts @ 48" o.c. 17017 — 102nd Ave. S.E Snohomish, WA 98296 Phone: (360) 668 -3882 BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL FILE 031111 By T.W. DATE 12/1/03 SHT t HOLDDOWN SCHEDULE DESIGNATION DESCRIPTION ALLOWABLE DESIGN LOAD (lb) A LSTA9 605 B LSTA18 1055 C MSTA36 1995 D MST27 2760 E MST37 3815 F MST48 4460 G MST60 5800 6" Wall 8" Wall H LSTHDS 1695 1695 1 STHD8 2345 3195 K STHD10 3185 3725 L STHD14 4805 5785 M LTT19 1205 N LTT131 2185 O HTT16 3480 P HTT22 5250 Q 13DIOA 6935 (w/ 2 1/2" thick end studs) 9540 (w/ 3 1/2" thick end studs) 9900 (w/ 5 1/2" thick end studs) R HD14A 11080 (w/ 3 1/2" thick end studs) 13380 (w/ 5 1/2" thick end studs) S HD15 15305 (w/ 5 1/2" thick end studs) ABOVE HOLDDOWNS ARE SIMPSON STRONG -TIE REFERENCE SIMPSON CATALOG C -200 WOOD TO WOOD CONNECTION CONCRETE STRAP (Based on 2000 psi Concrete) BOLTED TO CONCRETE NAILED TO STUDS BOLTED TO CONCRETE BOLTED TO STUDS • Development of Forces: Calculate p: A := 896 Lower Floor Seismic Force Wind Main Levee: C = .62 C (IL : =1.3 qL =16 I N , L : 1 v direction: x direction: Z :- .3 Table 16 -I for zone 3 C a :_ .36 Table 16 -Q for Soil typeS R := 5.5 Table 16 -N V = (3)(Ca) (W ) R V = (.196)(W) Second Floor: Table 16 -G C e s :_ .67 Table 16 -G Table 16-11 C qS := 1.3 Table 16-11 Table 16 -F (80 mph, Exp B) q s S := 16.4 Table 1 6-F (80 mph, Exp B) Table 16 -K I N , S : 1 Table 16 -K PwL' C eL' C gL'gsL' I wL P 13.218 psf F y := 2887 F = 2887 ymax F ytotal = F LayysTot + F LbyysTot F ytotal = 13536.6 p = 2 p = -1.133 ymax 20 F ytotal r max' Therefore use p = 1.0 (y direction) F :- 5525 F xmax = 5525 F )(total ' = F LI xxsTot + F L2xxsTot + F L3xxsTot F )(total = 13486.2 F ..max max r 2 20 F )(total p r max' p =0.369 P wS : C e$ C gS'gsS I wS Therefore use p =1.0 (x direction) 3•C - 0.196 R For Allowable Stress Design V = V / 1.4 = (0.140XW) P wS = 14284psf BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL FILE 031111 BY T.W. 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 - 3882 Rivilca lilk �, *I?,i DATE 12/1/03 SHT / j • Development of Forces: Calculate p: A := 896 Lower Floor Seismic Force Wind Main Levee: C = .62 C (IL : =1.3 qL =16 I N , L : 1 v direction: x direction: Z :- .3 Table 16 -I for zone 3 C a :_ .36 Table 16 -Q for Soil typeS R := 5.5 Table 16 -N V = (3)(Ca) (W ) R V = (.196)(W) Second Floor: Table 16 -G C e s :_ .67 Table 16 -G Table 16-11 C qS := 1.3 Table 16-11 Table 16 -F (80 mph, Exp B) q s S := 16.4 Table 1 6-F (80 mph, Exp B) Table 16 -K I N , S : 1 Table 16 -K PwL' C eL' C gL'gsL' I wL P 13.218 psf F y := 2887 F = 2887 ymax F ytotal = F LayysTot + F LbyysTot F ytotal = 13536.6 p = 2 p = -1.133 ymax 20 F ytotal r max' Therefore use p = 1.0 (y direction) F :- 5525 F xmax = 5525 F )(total ' = F LI xxsTot + F L2xxsTot + F L3xxsTot F )(total = 13486.2 F ..max max r 2 20 F )(total p r max' p =0.369 P wS : C e$ C gS'gsS I wS Therefore use p =1.0 (x direction) 3•C - 0.196 R For Allowable Stress Design V = V / 1.4 = (0.140XW) P wS = 14284psf BROOKS DESIGN CLAUSEN RESIDENCE ADDI110N /REMODEL FILE 031111 By T.W. DATE 12/1/03 SHT 1`I e I IILIsli - l4 [dlTylIZI4CW.1 tTil -mac VERIFY FRAMING MEMBERS The following Design Loads will be considered: LL :- 40 Live Load (floor), psf DL := 15 Dead Load, psf Allowable Stress: Beams 5x5 and Larger F dfi := 1350 E dfi := 1600000 Douglas Fir No.1 F := 875 E df2 : = 1300000 Douglas Fir No.2 F htl := 1050 E hfl := 1300000 Hem -Fir No.1 F hfl := 675 E bt2 := 1100000 Hem -Fir No.2 F psi := 2900 E ps i := 2000000 2.0E Parallam, PSL F ivi : 2600 E := 1900000 1.9E Parallam, LVL ROOF BEAMS Beam L For LVL Beam Beam Length= L:= 1712 Uniform load on beam: Dead Load: Live Load: Bending Moment: 5 -P LL•L 3 I :_ 384E Ivl 360 Beam loaded with Live Load 17017 - 102nd Ave. S.E. Snohomish. WA 98296 Phone: (360) 668 -3882 RL :- 25 I 1 = 767.979 Minimum I= I min = if(I1 >12.I1, For 11 7/8" LVL x 1 3/4" := 244 - 11.875 S F lvl End Reaction = RL:= PDL + M :- �P DL + P LL) . L 8 2 Live Load (roof), psf P r14 81 L DL) DL 2 2 12 • + - L •(LL) LL 2 2 12 1 11.875 S min = 100.872 R L = 5142.5 F : =1000 F� := 875 Fhf := 950 F hf4 850 F stl := 20000 F glb := 2400 Beams 2 to 4" thick E d13 := 1700000 Douglas Fir No.1 E df4 := 1600000 Douglas Fir No.2 E he E hf4 E = 29000000 Steel Beam E gib := 1600000 Glu -Lam P DL = 2805 lb. P LL = 7480 lb. M = 262267.5 lb.in. 5 ' LL+PDL) 13 I2 384.E lv1 L (240 Beam loaded with LL + DL I min = 767.979 1 min - 3.147 4.1.75 = 7 1500000 Hem -Fir No.1 1300000 Hem -Fir No.2 I = 703.981 Use 7211 7/8 LVL I = 976.8, S = 164.52 24F -V4 Beam M Beam Length = L := 11.12 For LVL Beam Uniform load on beam: Dead Load: P DL : (2 + - 1 . Z•(D P =1815 Ib. Beam P: Same as Beam 0 Use C6x8.2# Live Load: P :_ ( + 81. L .(LL) P 4840 Ib. 2 2 12 PDL + P Bending Moment: M := M = 109807.5 lb.in. 8 SP LL L I :_ I 1 = 208.056 I _ / l 384•Elvl'I ( 3 6 384 • E Ivl I - Beam loaded with Live Load Beam loaded with LL + DL Minimum I= I min := 1 >1 2 ,I 1 ,I2) Imin = 208.056 I min For 11 7/8" LVL x 1 3/4" 1 11 875 = 244 — 0.853 2-1.75 = 3.5 1 11.875 M min P Iv! End Reaction = R RL L 3 0 48•E 1 ' stl 360 P DL + 2 To Support outboard ends of Beams L and M, land Posts 16 and 18 respectively on a steel header (Beam 0). Support Beam 0 at each end with Posts 16a. Posts 16a will land on a steel beam (Beam P) below the window and transfer the load back to a single column at it's center which in turn will run to bearing (see sketch). For design, use load at end of Beam L which is maximum: R L = 5142.5 lb. Column 16 and 18 are 4x4 posts Span across window= L 412 R L•L Beam 0: MO M =61710 in.lb. 4 I0 = 3.064 Posts 16a at each end of Beam 0: Use TS 21/2121/211/4 S min = 42.234 RM = 3327.5 5' (PL +PDL) L M O S 0 : P stl I = 190.718 Use 31/2 x 117 /8 LVL I= 488.4, S =823 S =3.086 Use C6x8.2# I= 13.1,8 =438 17017 - 102nd Ave. S.E. Phone: (3 60 ) 98296 : (3) 668 - 3882 Phone: BROOKS DESIGN CLAUSEN RESIDENCE A DDITION REMODEL � FILE 031111 B . DATE SHT T.W. lemillinii:MRiq a rarikrTO 12/1/03 12 zc Beam M Beam Length = L := 11.12 For LVL Beam Uniform load on beam: Dead Load: P DL : (2 + - 1 . Z•(D P =1815 Ib. Beam P: Same as Beam 0 Use C6x8.2# Live Load: P :_ ( + 81. L .(LL) P 4840 Ib. 2 2 12 PDL + P Bending Moment: M := M = 109807.5 lb.in. 8 SP LL L I :_ I 1 = 208.056 I _ / l 384•Elvl'I ( 3 6 384 • E Ivl I - Beam loaded with Live Load Beam loaded with LL + DL Minimum I= I min := 1 >1 2 ,I 1 ,I2) Imin = 208.056 I min For 11 7/8" LVL x 1 3/4" 1 11 875 = 244 — 0.853 2-1.75 = 3.5 1 11.875 M min P Iv! End Reaction = R RL L 3 0 48•E 1 ' stl 360 P DL + 2 To Support outboard ends of Beams L and M, land Posts 16 and 18 respectively on a steel header (Beam 0). Support Beam 0 at each end with Posts 16a. Posts 16a will land on a steel beam (Beam P) below the window and transfer the load back to a single column at it's center which in turn will run to bearing (see sketch). For design, use load at end of Beam L which is maximum: R L = 5142.5 lb. Column 16 and 18 are 4x4 posts Span across window= L 412 R L•L Beam 0: MO M =61710 in.lb. 4 I0 = 3.064 Posts 16a at each end of Beam 0: Use TS 21/2121/211/4 S min = 42.234 RM = 3327.5 5' (PL +PDL) L M O S 0 : P stl I = 190.718 Use 31/2 x 117 /8 LVL I= 488.4, S =823 S =3.086 Use C6x8.2# I= 13.1,8 =438 r [NPL11iia32ti312Ida'3IF3-4Ii,i 1i 9 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL FILE 031111 BY T.W. DATE 12/1/03 SHT Z( Beam K Beam Length = L := 3 12 Concentrated load on beam: P := R M ±.11 P L Bending Moment: M := 4 For LVL Beam For LVL Beam M S min F lvl 1 1 = 43.331 48.E 1v1 L 3 60 I For 9 1/2" LVL x 1 3/4" 17 25 := 56 11 — 0.774 1 7.25 P End Reaction = R K := a R K = 4235 2 Beam H Beam Length = L := 4.12 Uniform load on beam: Dead Load: P DL : (Z 12 .(DL) Live Load: (P DL + P LL)' Bending Moment: M := M = 7260 lb.in. 8 5.' I 1 I = 8.64 384E hf2. (L 360) Beam loaded with Live Load S min = 29.319 P = 2 1• 2'(LL) 1 Minimum I= I min := if (I l >1 2. I 1 • Imin = 8.64 S min M S min = 10.756 F End Reaction= RH: PDL +PLL R =605 2 Hanger at connection to Beam E, Use LUS46 minimum P c = 8470 lb. M = 76230 Ib.in. 21.75 = 3.5 5 P LL + P 9L ) L 384.E bf I " (240 Beam loaded with LL + DL Use 3 1/2x71 /4LVL I =112, S =30.89 P DL = 330 Ib. PLL = 880 lb. I = 7.92 Use 4x8 HemFir #2 I =123, S =32.2 Beam J Beam Length For HemFir #2 Beam Beam E Uniform load on beam: Dead Load: Live Load: Bending Moment: 5 PLL.L I :_ L := 1412 ( 3 + 14\L .(DL +LL)+ L •8•DL 2 2 12 12 P c2 f dn7A 1 min = 765.684 S min P ivi 384E L hf2 • 360) L: =412 I 1 = 8.64 M:= P u' L + P cl'al"b1 + P c2 . a2' b 2 8 L L P 11 L DL DL' 1 z '( ) 2 PLL \ 2 2 (LL) M : �P DL + P LL) 1 ' 8 12 . Minimum I= 'min if ( I 1 >1 2. 1 1' 1 2) 'min = 8.64 S nun '= M S min = 10.756 P hf2 End Reaction = R J : PDL +PLL R 3 = 605 2 Hanger at connection to Beam E, Use LUS46 minimum P cl ° R H P o f = 605 Concentrated Load from Beam H 5 �P L + PDL) L 384E 1 hfL 240 Beam loaded with Live Load Beam loaded with LL + DL P u = 8225 = 1988.214 Concentrated Load from shear wall 7A P c2 Concentrated Load Location: a 1 := 36 b 1 := L - a 1 x := L Location of 2 deflection a =42 b =L -a M = 252466.607 Ib.in. M S = 97.103 Use 51/4 x 14 LVL min PDL = 330 Ib. P 880 Ib. M = 7260 lb.in. I= 1200.5,5 =171.5 I =7.92 Use 4x8 HemFir #2 I =123, S =32.2 Uniform Load, Lb. 5 P ( L - x 2 Pct "a2 (1 -x) 'min = L + L [ 2Lb 1 -b - (L -x)) + L [2Lb b (L -x)" 384.E lvl'( 6 "E1u1 ( 360 ) L 6.Elvl (360) L 17017 - 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL FILE 031111 By T.W. KrLliliil?: 1tIPI .3nAFdd8 DATE 12/1/03 SHT Z2 Beam J Beam Length For HemFir #2 Beam Beam E Uniform load on beam: Dead Load: Live Load: Bending Moment: 5 PLL.L I :_ L := 1412 ( 3 + 14\L .(DL +LL)+ L •8•DL 2 2 12 12 P c2 f dn7A 1 min = 765.684 S min P ivi 384E L hf2 • 360) L: =412 I 1 = 8.64 M:= P u' L + P cl'al"b1 + P c2 . a2' b 2 8 L L P 11 L DL DL' 1 z '( ) 2 PLL \ 2 2 (LL) M : �P DL + P LL) 1 ' 8 12 . Minimum I= 'min if ( I 1 >1 2. 1 1' 1 2) 'min = 8.64 S nun '= M S min = 10.756 P hf2 End Reaction = R J : PDL +PLL R 3 = 605 2 Hanger at connection to Beam E, Use LUS46 minimum P cl ° R H P o f = 605 Concentrated Load from Beam H 5 �P L + PDL) L 384E 1 hfL 240 Beam loaded with Live Load Beam loaded with LL + DL P u = 8225 = 1988.214 Concentrated Load from shear wall 7A P c2 Concentrated Load Location: a 1 := 36 b 1 := L - a 1 x := L Location of 2 deflection a =42 b =L -a M = 252466.607 Ib.in. M S = 97.103 Use 51/4 x 14 LVL min PDL = 330 Ib. P 880 Ib. M = 7260 lb.in. I= 1200.5,5 =171.5 I =7.92 Use 4x8 HemFir #2 I =123, S =32.2 Uniform Load, Lb. 5 P ( L - x 2 Pct "a2 (1 -x) 'min = L + L [ 2Lb 1 -b - (L -x)) + L [2Lb b (L -x)" 384.E lvl'( 6 "E1u1 ( 360 ) L 6.Elvl (360) L Beam F End Reactions: R E L r — + P cl ' a b 2 l + P c2 R EL = 5733.304 L L R = P ° +Pc1 l + R ER = 5084.911 2 L L := 14.12 P ( 3 + 1 4 \ L + LL) +L•8 \2 2 12 12 Pc] := R J P cl = 605 Concentrated Load from Beam H P c2 ' f dn7A P c2 = 1988.214 Concentrated Load Location: a 1 := 36 a =42 min I min = 765.684 M S min P Ivl End Reactions: M := P u t 1' 1 + P c 2'a2' b 2 8 L L 5 ' P 11 384E lv l L 360 Pcla 'Or x) 6-E 1v1 (- L 36 S m i n = 97.103 P a b2 RJR —2 +Pc2 L P b l a R = 2 +Pci L + P c2 L Hanger at connection to Beam G, Use HGUS5.50/14 P u = 8225 Left end reaction Right end reaction Uniform Load, Lb. Concentrated Load from shear wall 7B (same as 7A) L Location of x .= - 2 deflection b 1 := L - a 1 b =L -a M = 252466.607 Ib.in. [ 2Lb1 - b (L - x)2 ] R = 5733.304 R FL = 5084.911 Use 5 1/4 x 14 LVL I= 1200.5,5 =171.5 Pc2a2(L- x) [ 2Lb2 b2 - (L -x L 6.Elvl' 360 L Right end reaction Left end reaction 17017 - 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 - 3882 BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL FILE 031111 By T.W. =[al a to C e DATE 12/1/03 SHT Z3 Beam F End Reactions: R E L r — + P cl ' a b 2 l + P c2 R EL = 5733.304 L L R = P ° +Pc1 l + R ER = 5084.911 2 L L := 14.12 P ( 3 + 1 4 \ L + LL) +L•8 \2 2 12 12 Pc] := R J P cl = 605 Concentrated Load from Beam H P c2 ' f dn7A P c2 = 1988.214 Concentrated Load Location: a 1 := 36 a =42 min I min = 765.684 M S min P Ivl End Reactions: M := P u t 1' 1 + P c 2'a2' b 2 8 L L 5 ' P 11 384E lv l L 360 Pcla 'Or x) 6-E 1v1 (- L 36 S m i n = 97.103 P a b2 RJR —2 +Pc2 L P b l a R = 2 +Pci L + P c2 L Hanger at connection to Beam G, Use HGUS5.50/14 P u = 8225 Left end reaction Right end reaction Uniform Load, Lb. Concentrated Load from shear wall 7B (same as 7A) L Location of x .= - 2 deflection b 1 := L - a 1 b =L -a M = 252466.607 Ib.in. [ 2Lb1 - b (L - x)2 ] R = 5733.304 R FL = 5084.911 Use 5 1/4 x 14 LVL I= 1200.5,5 =171.5 Pc2a2(L- x) [ 2Lb2 b2 - (L -x L 6.Elvl' 360 L Right end reaction Left end reaction r 17017 - 102nd Ave. SE. Snohomish. WA 98296 Phone: (360) 668 -3682 BROOKS DESIGN CLAUSEN RESIDENCE ADDMON /REMODEL ALE 031111 By T.W. DATE 12/1/03 SHT Beam G L := 3.12 P° (2) 2(DL +LL) +28DL • P el R FR Pal = 5733.304 Concentrated Load from Beam F Concentrated Load Location: a 1 := 12 b := L - a M P u t + P cl' a l' b l 8 L M S min ._ F df2 P u = 1515 Uniform Load, Lb. L Location of x = 2 deflection M = 52683.929 lb.in. 5'13 u'L3 P cl'a1'( L- x) z 1 I min = + [2Lb b - (L- xl 43.596 384E (360) 6 E L (360) S ruin = 60.21 6x10 D.Fir #2 is OK I = 392.9, S = 82.73 But, Use 3 1/2 a 14 LVL due to hanger requirement for Beam F b P End Reactions: R GL 2u + P cl L R GL = 4579.702 Left end reaction R GR := uu + P cl a 1 R GR = 2668.601 Right end reaction 2 FIRST FLOOR BEAMS Beam A Beam B L := 6•12 P ( 14 + 14) L.(DL+LL) 2 2 / 12 P cl R FL + R ER P cl = 10169.821 Concentrated Load from Beam F and E Concentrated Load Location: a 1 := 30 b i := L- a l M := P u t + P el t l l M = 219551.875 Ib.in. 8 L 3 Imin SP u' L + Pura l'( x) [2Lbl b 1 2 - (I x ) r m i n = 246.054 384•Eps 6 E p si' (360) L L S M S = 75.708 Use 7 x 91/4 PSL min min F psi P b End Reactions: R AL := uu + P cl 1 R AL = 8242.396 2 L P a R Alt:= 2 +Pcl L:= 1412 P .= 0 P = 0 Uniform Load, Lb. P c1 := R H P cl = 605 Concentrated Load from Beam F and E Concentrated Load Location: a 1 := 36 b := L - a L Location of x := 2 deflection M: PuL + Plal b l M= 17112.857 lb.in. n S min • M 8 L 5 ' P u' L3 P cl 'aI'(L - 1 x) L 2Lb f 2 1 384•Eha•(360) +6Eht2.(3011 l bl - (1 -x1 F hf2 S min = 25.352 P u = 4620 Uniform Load, Lb. L Location of x _ — deflection I =460, S =99.45 Left end reaction R AR = 6547.426 Right end reaction Use 4 x 8 HemFir #2 I = 123, S =32.2 = 70.262 BROOKS DESIGN FILE 031111 17017 — 102nd Ave. SI. CLAUSEN RESIDENCE By T.W. C rotIncaertii:ranraguizsin Phone: (3 60 ) 98296 668 P: (3) A DDITION REMODEL � 12 DATE 12/1/03 SHT ZS FIRST FLOOR BEAMS Beam A Beam B L := 6•12 P ( 14 + 14) L.(DL+LL) 2 2 / 12 P cl R FL + R ER P cl = 10169.821 Concentrated Load from Beam F and E Concentrated Load Location: a 1 := 30 b i := L- a l M := P u t + P el t l l M = 219551.875 Ib.in. 8 L 3 Imin SP u' L + Pura l'( x) [2Lbl b 1 2 - (I x ) r m i n = 246.054 384•Eps 6 E p si' (360) L L S M S = 75.708 Use 7 x 91/4 PSL min min F psi P b End Reactions: R AL := uu + P cl 1 R AL = 8242.396 2 L P a R Alt:= 2 +Pcl L:= 1412 P .= 0 P = 0 Uniform Load, Lb. P c1 := R H P cl = 605 Concentrated Load from Beam F and E Concentrated Load Location: a 1 := 36 b := L - a L Location of x := 2 deflection M: PuL + Plal b l M= 17112.857 lb.in. n S min • M 8 L 5 ' P u' L3 P cl 'aI'(L - 1 x) L 2Lb f 2 1 384•Eha•(360) +6Eht2.(3011 l bl - (1 -x1 F hf2 S min = 25.352 P u = 4620 Uniform Load, Lb. L Location of x _ — deflection I =460, S =99.45 Left end reaction R AR = 6547.426 Right end reaction Use 4 x 8 HemFir #2 I = 123, S =32.2 = 70.262 e rnnri- a��r »rr� �� 17017 - 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL FILE 031111 BY T.W. DATE 12/1/03 SHT iCe' End Reactions: R BL : u + P cl a l 2 L Hanger at connection to Beam A, Use LUS46 minimum Main Floor joists on west side of staircase support bearing wall from second floor landing perpendicular to joists: Joist Length = L : = 1412 Pu :_ 16 .14.(DL+LL)l 12 P I Z .S 'Z(DL+LL)l+(1 2 •B.DL ) P =545 Concentrated Load Location: a := 36 b 1 := L - a 1 x := L Location of 2 deflection 8 L 5'Pu'I P era 1'( - x) For Existing D.Fir #2 joists: I min = [ 2L b t b 1 2 - (L - xIZ min = 158.039 384Edf2'(360� 6.E da 360/ L End Reactions: M := P u' I + P cl' a l'b M = 36975.714 Ib.in. S min Jors - 2u Pcl • L1 M df2 2 +Poi L P u = 1026.667 Uniform Load, Lb. S min = 42.258 R = 129.643 R BR = 475.357 R AL = 8242.396 RjoistR' 2 + P ei 'L RAR = 6547.426 S min '_ F Ivi Left end reaction Right end reaction Concentrated Load from bearing wall above For 2x8 D.Fir #2 � I = 52.7, S = 14.06 1rtT Left end reaction Right end reaction For 3 1/2 x 71/4 LVL 3 added adjacent to each joist: 5'P P - x) 2 ,1 I min'_ 1 [ 2'I''b t -b - (L- x)r 108.132 384.E bd.( L ) 6 -E lvl 3� 'L 360 M S = 14 221 For 31/2 x 71/4 LVL: min I =112, S = 309 ADD 31/2 x 71/4 LVL ADJACENT TO EACH EXISTING 2x8 JOIST BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL FILE 031111 By T.W. DATE 12/1/03 SHT Z 7 at � GPI.I A Y i la��:1 lR�77�'Cd:I Beam C Beam D Beam Length = L = 5.5 12 Uniform load on beam: Dead Load: P For D.Fir ill Beam For D.Fir #1 Beam Bending Moment: M Smin • F dfl I S min 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 5.P •L 3 384E dfl (-11 3 P End Reaction= R :_ — 2 Beam Length = L : = 5.5 12 Uniform load on beam: Dead Load: P P M 8 joistR L 16 16 P Bending Moment: M F dfl 5P 384.E dfl L 360 M End Reaction= R = — Pu 2 I 1 = 49.565 S min = 23.735 R C = 1941.942 8 joistR L I 1 = 49.565 S min = 23.735 R = 1941.942 P = 1026.667 lb. M = 32042.042 Ib.in. Use 4x8 D.Fir #2 I =123, 8 = 32.2 P = 3883.884 lb. M = 32042.042 lb.in. Use 4x8 D.Fir #2 I =123, S =32.2 BROOKS DESIGN CLAUSEN RESIDENCE ADDRION /REMODEL FILE 031111 BY T.W. DATE 12/1/03 SHT Z C 1 Kifadia:r�l7rWre II • CALCULATE ALLOWABLE LOADS FOR COLUMNS (POSTS? Column Loading per UBC Section 2307 For 6x6 D.Fir Actual column length = l •= 96 Buckling Factor K e := 1 K cE : .3 ( =.3 for visually graded) F := 1300 allowable compression parellel to grain d := 5.5 minimum column width l = 17.455 (max = 50) F allo w := F F Actual maximum compressive load on wood columns = For 4x6 D.Fir 1 + cE F c / 2c Actual column length = I c := 96 Buckling Factor K := I Equivalent Length = l := K c K c E .3 ( =.3 for visually graded) F c := 1300 allowable compression parellel to grain d := 3.5 minimum column width le = 27.429 (max = 50) F allow " F (— F i 2 -c 17017 — 102nd Ave. S.E. Snohomish. WA 98296 Phone: (360) 668 -3882 1+( GE ) 2-c 2 2 F cE F cE F c F Equivalent Length = l e K e .1 c E : = 1400000 c = .8 F cE K cE' E F cE = 1378.581 ( i) 2 d F allow = 924.139 psi (5.5' 5.5 allow = 27955.213 E : = 1400000 c :_ .8 F allow = 496,809 psi Actual maximum compressive load on wood columns = ( 3.5.5.5) • F allow = 9563.567 c=.8 (sawn lumber) c =.85 round timber piles c=.9 GluLam timbers c=.8 (sawn lumber) c =.85 round timber piles c=.9 GluLam timbers cE := K ( cE'E F cE = 558.268 Ed For 4x4 D.Fir Actual column length = I c := 96 Buckling Factor K e := 1 ( =.3 for visually graded) F := 1300 allowable compression parellel to grain d := 3.5 minimum column width le — = 27.429 (max = 50) F allow F allow For (3) 2x6 Actual column length = l „ = 96 l = 21.333 (max = 50) a (F E� c 2-c 2 F cE F Equivalent Length = I e := K e • I c E : = 1400000 c :_ .8 K c E•E cE 2 e \ l d F allow = 496.809 psi Actual maximum compressive load on wood columns = (3'5'3'5 Y allow = 6085.906 c =.8 (sawn lumber) c=.85 round timber piles c=.9 GluLam timbers F cE = 558.268 Buckling Factor K e = 1 Equivalent Length = I e := K e -I c K cE :_ .3 ( =.3 for visually graded) E := 1400000 F c := 1300 allowable compression parallel to grain d := 4.5 minimum column width F 2 FcE F F c 2•c c c :_ .8 c .8 (sawn lumber) c =.85 round timber piles c=.9 GluLam timbers F cE := K cE • F cE = 922.852 l d/ F allow = 733.179 psi Actual maximum compressive load on wood columns = ( 4.5.5.5) 4F allow = 18146.183 BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL FILE 031111 B , T.W. 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 - 3882 [%,rL1Hiwan.Vi 7ti DATE 12/1 SHT 2cl For 4x4 D.Fir Actual column length = I c := 96 Buckling Factor K e := 1 ( =.3 for visually graded) F := 1300 allowable compression parellel to grain d := 3.5 minimum column width le — = 27.429 (max = 50) F allow F allow For (3) 2x6 Actual column length = l „ = 96 l = 21.333 (max = 50) a (F E� c 2-c 2 F cE F Equivalent Length = I e := K e • I c E : = 1400000 c :_ .8 K c E•E cE 2 e \ l d F allow = 496.809 psi Actual maximum compressive load on wood columns = (3'5'3'5 Y allow = 6085.906 c =.8 (sawn lumber) c=.85 round timber piles c=.9 GluLam timbers F cE = 558.268 Buckling Factor K e = 1 Equivalent Length = I e := K e -I c K cE :_ .3 ( =.3 for visually graded) E := 1400000 F c := 1300 allowable compression parallel to grain d := 4.5 minimum column width F 2 FcE F F c 2•c c c :_ .8 c .8 (sawn lumber) c =.85 round timber piles c=.9 GluLam timbers F cE := K cE • F cE = 922.852 l d/ F allow = 733.179 psi Actual maximum compressive load on wood columns = ( 4.5.5.5) 4F allow = 18146.183 r 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL FILE 031111 B. T.W. DATE 12/1/03 SHT 3 For (31 2x4 Actual column length = Buckling Factor K cE :_ .3 ( =.3 for visually graded) F := 1300 allowable compression parellel to grain d := 3.5 minimum column width l — = 27.429 (max = 50) F allow F F . 1 + ( FcE1 F c /JI 2 -c Actual maximum compressive load on wood columns = (4.5 3.5 ) -F allow = 7824.737 For TS 2 1/2 x 2 1/2 x 1/4 F 36 E:= 29000 ksi, Modulus of Elasticity for steel K:= 1 A := 2.09 From AISC, for steel column: • l c 96 K := 1 2- c ksi, yield strength for steel ForKxL /R <Cc: F :_ I cE\ F cE z F F r g :_ .899 K_L = 106.785 r g /2•x -E F (K•L r / 11 2-C F allow = 496.809 psi F y 5 3. ( \ / 3 ( 8'C c 8-C c Equivalent Length = 1 e := K e l c E : = 1400000 c := .8 L 96 in., unbraced length of column C c = 126.099 K cE -B c =.8 (sawn lumber) c =.85 round timber piles c =.9 GluLam timbers F cE = 558.268 F a = 12.101 ksi F = 12100.528 psi Allowable compressive load = F a-1000-A x = 25290.103 lb BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL FILE 031111 By T.W. DATE 12/1/03 SHT 3 1 c •i'LN'iia iciI:Ia571TeM.ai :r3i1 POST SUMMARY Post # Load 1 R AL = 8242.396 4x6 2 R EL = 5733.304 4x6 3 R G = 4579.702 4x4 4 R BL = 129.643 4x4 5 R BR + R AR + R C — 8964.724x6 6 R =605 4x4 7 R G = 2668.601 4x4 8 RC+RD= 3883.884 4x4 9 (R L + R m ). 1 i = 4235 4x4 10 R = 5142.5 4x4 11 R = 3327.5 4x4 12 R D = 1941.942 4x4 13 (R +R 2 =4235 4x4 14 R ER + R PL = 10169.821 TS 2 1/2 x 2 1/2 x 1/4 (see detail) 15 R H = 605 4x4 16 R L = 5142.5 See steel frame detail 17 R L + R M = 8470 4x6 18 R 3327.5 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 Size See steel frame detail Se" E DE.tft' L Fot StEet RZA -1 SP.a.N ,ate .co Vr;►t4\X IF I 1 4 4 4 1 • IF 4 IF �- SDE .TA1L Eba STEED. 1 -121�i -lE To SpAn► AecOND Wansic 43 3 I I I /Ita a 2 \9 FLOOR FRAMI \G o• Oo 11 ADD LVL AD.AC.ET-IT TO EACH US .0(Sr UNDEE Biskia, uC G t Tnecia FLCOC I& ist$ g2c v- -U- gRuv e (2 }Ilode it "oc, 1 ST FLOOR FRA NEW 3z.x 1 Yci L ' (Z) ( /MX1I4 LuL VI 5 "'1 0 I 0 INSTALL 10 L(r�E UP W(TH koL_G• bvwro ENE Lo%A.! SECO \3 FLOOR PLA\ r 1) S /L S / 1 0 • G_ 10 I I 0 13 3 0 OR So 11 FIRST FLOOR PLA\ PI -Cr Ozi 0 i • pi-ca MOd WALL Coa As E.EC D TO LIME VP vfrT WALLS 4e`" AUL rcx,1" ,_t t- As it4DA CA T D FOU \VATIC \ /RASEv1E \T PLA\ • Efts( - ir F - SECT ION A-A BEAR \ NAU.- vA rven v/ � --- i B I HGe t _ ( 1 ,i 1{ • Efts( - ir F - SECT ION A-A BEAR \ NAU.- vA rven g -c, \'4O1 r23S J{ , ei,:iM 4H i I i avii 231 6 1 g -c, \'4O1 r23S 7 r soF-Ae VUAL 77,4) aul> rifirmz fl i ■ I • I i i ' ! I I i ; I i 1 EIAI :i E I./yaw Finn? R FAH A UT < Er J t ON Ftni - 1 - 5 Zit 2 -1_A Yv - To SEA A SCE S f.:A '11Ci4 (1- •-) VJA yL" S - 2 P1L5 --- CAP END Wl >-t" .. f _. t t� C a. Cta c TS zz r3EAM 60 o eI t ( Ur L .KLJ L ua EA S11)17 ,OLT Theo ftifx w/ C 3 SiDrrS, TIP 1 - Y" GUSSETS TO K F 5 Z zr Zi K /y ( EA stLE.:) TlP r �-- TS G Z t Z L . ti ' h4 ?F e-tI- 1 tt s 1/4 Tb tt SLoTrED ?eu rt Z 1 /M 1 ft UuSSET CAP END OF TS Zi \fr 4 t. EA SIDE or %" st.ofcP EE' FKAI•AE SOPRACT N! U EAM (9 *( ` BEAM E CowriN Shy x 19 L`JL lb I CJ 1 �T. e sat„ BEAM E Gant NECT ION LET, I BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL FILE 031111 By T.W. DATE 12/1/03 SHT 1 r . Clausen Residence Addition / Remodel Designer: Brooks Design TBli?997 . ,,_.., Zone 3 80 mph; Exposure B c LATERAL LOAD ANALYSIS Refer to attached sketches for definition of axes and zonal breakdown See development of forces at end • R OF IVE CEC 1 5 2003 PERMIT CENTER Design Criteria: Code: Seismic: Wind: SEISMIC Unper Floor (Second) Weights y axis' ShearLme 1 Roof Area grid A,y -y= A Rayy := 413 Ft Wall Area grid A,y -y = A W ayy .= 556 Ft Floor Area grid A,y -y = A Fan := 0 Ft $hear Line 2 ';;) Roof Area grid B,y -y = A Rbyy : r 413 Ft Wall Area grid B,y -y = A W := 804 Ft Floor Area grid B,y -y = A Fbyy := 0 Ft Weights x axis (Second Floor) Shear Line 5 Roof Area grid 1,x -x= ARlroc := 182 Wall Area grid 1,x -x = A W1, := 432 Floor Area grid 1,x -x= AFlxx '= $hear Line 6 Roof Area grid 2,x -x = Wall Area grid 2,x -x = Floor Area grid 2,x -x = 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 Shear Line 7 Roof Area grid 3,x -x = A R3xx := 231 Ft y ell Area grid 3,x -x = A W3 := 488 Ft Floor Area grid 3,x -x = A F3m := 0 Ft Ft Ft Ft AR2xx := 413 Ft A W2xx := 544 Ft AF2xx := 0 Ft Horizontal Seismic Loads v'. sefoi •. ortSgto **** 1212103 a aa..... •. ECp tk)3a ` a`i I, F Sayys �A Ray , + A Wayy + A Fayy 'L,J 'Q DIVI — F Sayys = 2034.9 Horiz Seismic Load Zone A y -y F Sbyys '_ { ( Rbyy + A W + A Fbyy /y� MP/ Sbvvs = 2555.7 Horiz Seismic Load - one B y -y W % F Q000 DEB '7200,5 F SZocs :_ (A- 7aor R + A Wy + A F . 15 .140 F s 2xxs = 2009.7 Horiz Seismic Load Zone 2 x -x le F S3xxs '= ( R3xx + A W3xx + A F3xx) • 5.140 F 53 xxs = 1509.9 Horiz Seismic Load Zone 3 x -x 15SE L F Slxxs' = (ARIxx +AWlxx A Flxx g r � = 1289.4 Horiz Seismic Load Zone 1 x -x F Slxxs RECEIVED CITY OF TUKWILA FEB 012006 PERMIT CENTEI, Q3• c 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL ALE 031111 BY T.W. DATE 12/1/03 SHT WIND LOADS See development of forces at end Hopei Floor (Gecondl y axis Sail Areas: S/L 1 A ayy := 168 S/L 2 A b := 168 x axis Sail Areas: S/L 5 A I := 78 A 2, := 177 S/L7 A3 : =99 St 6 Determine Governing load at each section (_Second Floor) F Saw :r 2402 Wind Governs F S := 2556 Seismic Governs alculate Strength Requirements for Shear Walls (Upper Floor: Force from "y" direction Shear Line Length of Unit Load Shear Wall (Ft.) (Lb. per Pt) SA- I: S/L 2: Force from "x" it io S/L 5: S/L 6: S/L 7: L S := 11.5 L S = 11.5 L := 11.5 L 5 = 11.5 L 12 +12 LS =24 L := 6.75 L 5 = 6.75 LS7:= 3.51- 3.5 L =7 F Sayyw := A F Sbyyw = A byy 14.3 F Shaw '= A1, F S2x00w '= A 2xx .14.3 F S3x, := A 3xx' 14.3 FS := 1289 F Sbor 2531 Fs3xx 1510 f F Sayy L 51 F Sbyy S2 ' " 52 F Slxx L SS F S2xx f36_ L 5 F max S7 L S7 Horizontal Wind Force F s yyw = 2402.4 F Sbyyw = 2402.4 FSI = 1115.4 F S2xxw = 2531.1 F S3xxw = 1415.7 Seismic Governs Wind Governs Seismic Governs f = 208.87 f S 2 = 222.261 f = 53.708 f = 374.963 f 5 = 215.714 Horizontal Seismic Force (reference) = 2034.9 FS ayys F Sbyys = 2555.7 Shear Wall Type Required See Schedule PI -6 P1-6 PI -6 P1 -3 P1 -6 F Slxxs = 1289.4 F S2xxs = 2009.7 F S3 :ocs = 1509.9 BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL FILE 031111 By T.W. DATE 12/1/03 SHT r r•;nmaerai :1247r,tt7a ran Hold Down Requirements for Upper Floor shear walls: When calculating weight contributing to resistive moment, use tributary areas x 15 psfx 2/3 reduction = 10 psf $/L 1 S/L 2 $/L 6 Wall IA• Wall Uplift = 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 L : 11.5 wall length, ft. f Sl = 208.87 unit lateral load on wall, lb./R. W S I A = 1380 wall weight+ load supported, lb. H := 8 wall height, ft. _ (fS1'L)'H W SIA f uplA . L 2 Wall 2k L := 11.5 wall length, ft f S = 222.261 unit lateral load on wall, lb. /ft. W S2A 1380 wall weight + load supported, lb. (f S2 Wall Uplift = f 'L�'H W S2A up2A L 2 f up1A = 980.957 Use MST37 H := 8 wall height, ft. = 1088.087 Use MST37 f up2A Wall 5A&B: L := 12 wall length, ft f S = 53.708 unit lateral load on wall, lb. /ft. W SSA := 1440 wall weight + load supported, lb. H := 8 wall height, ft. Wall Uplift= fu SA f SS'L�'H SSA f u 5A = - 290.333 p L 2 up 5A Additional Holddown Required Wall 6A: L :- 6.75 wall length, ft f S6 = 374.963 unit lateral load on wall, lb. /ft. W S6A := 840 wall weight + load supported, lb. H := 8 wall height, ft. Wall Uplift= fup6A :_ (f S6' W S6A fup6A = 2579.704 Use MST60 L 2 Wall 7A&BW L := 3.5 wall length, ft. fS = 215.714 unit lateral load on wall, lb. /ft. W S7A := 525 wall weight + load supported, lb. H := 8 wall height, ft. Wall Uplift = fu 7A = (f S7'L)'H W S7A f up7A = 1463.214 Use MST48 p L L) 2 p Max down load = f dn7A '_ �f S L H + W 27A f dn7A = 1988.214 Use MST48 e r..nnn - estimai s3aaanai �1 : 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 BROOKS DESIGN CLAUSEN RESIDENCE ADDMON /REMODEL FILE 031111 BY T.W. DATE 12/1/03 SHT Y Main Floor Weights v axis: Shear Line 1 Roof Area grid A,y -y = Wall Area grid A,y-y = Floor Area grid A,y -y = p 1 Shear Line 2 Roof Area gridB,y -y= ARbyy := 0 Wall Area grid B,y -y = A Wbyy := 624 Floor Area grid B,y -y = Am := 413 eiehts x axis (Main Floor) Shear Line 5 Roof Area grid 1,x -x = Wall Area grid 1,x -x = Floor Area grid 1,x -x = Shear Line 6 Roof Area grid 2,x -x = Wall Area grid 2,x -x = Floor Area grid 2,x -x = (see Rho calculation at end) ARayy := 0 A Wayy := 704 AFayy : 413 A Rlxx :- 0 Awin := 328 AF1xx 182 Ft Ft F t 2 Ft Ft Ft p := 1 (see Rho calculation at end) AR2xx := 0 Ft A W 2xx := 432 Ft AF2DE := 413 Ft Ft Ft Ft // Horizontal Seismic Loads F Mayys := [ \ A Rayy + A Wayy + A Fayy) -15%1401 P y F Mayys = 2345.7 Second floor Horiz Seismic Load S/L 1 F MayysTot '= F Mayys + F Sayys F MayysTot = 4380.6 Total Shear on S/L 1 F Mbyys := [ ( Rbyy + A W byy + A Fbyy) .15..1401. P y F Mbyys = 2177.7 Second floor Horiz Seismic Load S/L 2 F MbyysTot ' = F Mbyys + F Sbyys F MbyysTot = 4733.4 Total Shear on S/L 2 F Mlxxs '_ [ 4Rho( +AW1xx +AF1xx)•15..1401Px F Mlxxs = 1071 Second Floor Horiz Seismic Load S/L 5 F M1xxsTot ' = F M1xxs + F Sins F M2xxs := [ ( R2xx + A W2xx + FM2xxs = 1774.5 F M2xxsTot = F M2xxs + F Sboo F M1xxsTot = 2360.4 Total Shear on S/L 5 A F2xx)• 15..140 1 . P x Horiz Seismic Load S/L 6 F M2xxsTot = 3784.2 Total Shear on S/L 6 Shear Line 7 Roof Area grid 3,x -x = Wall Area grid 3,x -x = Floor Area grid 3,x -x = WIND LOADS Main r y axis Sail Areas: S/L 1 A 112 S/L2 A 112 l x axis Sail Areas: S/L5 A : =52 See development of forces at end F M ayyw F MayywTot S/L 6 A 2xx := 128 F M2x:w := A 2xx 13.22 F M2xxwTot := F M2xxw + F nocw S/L 7 A 3roc := 76 F Ivl3 := A 3)oi 13.22 F M3xxwTot := F M3xxw + F S3xxw Determine Governing load at each section (Main Floor) F Mayy := 4381 Seismic Govems F Mbyy := 4623 Wind Governs AR3xx: =0 Ft2 A W3xx := 520 Ft A F3xx := 231 Ft • 13.22 Mayyw + F Sayyw F m := A b • 13.22 F MayywTot ' Mayyw + F Sayyw F M1xxw A 1x0(•13.22 F M1 xxwTot : = F Ml xxw + F Slxxw F M3xxs := [ ( ' 4 R3xx + A W3xx + A F3xx) • 15 •.140] • p x FA,I3 = 1577.1 F M3xxsTot := F M3xxs + F sums FMI := 2360 F M2xx := 4223 FM3xx:= 3087 Horizontal Wind Force F A,layyw, = 1480.64 F MayywTot = 3883.04 F Mayyw = 2220.96 F Mb Tot = 4623 36 F MIv = 687.44 Load from lower floor F MlxxwTot = 1802.84 Total wind load on St 5 F Ivl2xxw, = 1692.16 F M2xxwTot = 4223.26 Total wind load on S/L 6 F M3xxw = 1004.72 F M3xxwTot = 2420.42 Total wind load on S/L 7 Seismic Governs Wind Governs Seismic Governs Horiz Seismic Load St 7 F M3io sTot = 3087 Total Shear on St 7 Horizontal Seismic Force (reference) Load from lower floor MayysTot = 4380.6 Load from lower floor F MbyysTot = 4733.4 F M1xxsTot = 2360.4 Load from lower floor F M2xxsTot = 3784.2 Load from lower floor F M3xxsTot = 3087 BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL FILE 031111 BY T.W. DATE 12/1/03 SHT Co 17017 - 102nd Ave. S.E Snohomish, WA 98296 Phone: (360) 668 -3882 Calculate Strenpth Requirements for Shear Walls: Force from "v" direction Shear Line Length of Unit Load Shear Wall (Ft.) (Lb. per Ft.) S/L 1: St 2: Force from "x" direction S/L 5: S/L 6: S/L 7: Wall Uplift = Shear Wall Type Required See Schedule LMl := 8 + 10 f := Maly f 243.389 P1 -6 LMI =18 I F yy LM2:= 4 +8 +5 +8 f M2 := fm2= 184.92 P1 -6 L =25 L M2 L •= 3.5 + 4.5 + 4.5 + 3.5f := FMlxx f M5 = 147.5 P1-6 L M5 L =16 LM := 4 + 5 f := FM2roc f = 469.222 P1 -3 L M6 L =9 LM7 := 4 + 6.5 + 7.5 fM7 := F7OC f = 171.5 P1 -6 L = 18 L M7 Hold Down Requirements for Main floor shear walls: Add uplift due to upper floor shear walls stacked above to uplift from main floor shear walls When calculating weight contributing to resistive moment, use tributary areas x 15 psf x 2/3 reduction =10 psf Wall 1A: L := 8 wall length, ft. W MIA : = 1720 wall weight+ load supported, lb. H := 8 wall height, ft. ( F jgjy y ,,,j Ll 8 LMI W MIA L Wall Uplift = f upM1A 2 Wall ID: L := 10 wall length, ft. W MIB 2150 wall weight + load supported, Ib. H := 8 wall height ft. ( FSayyw 11.5 •16 L 51 , WSIA fupM1B 11.5 2 + f upMl A = - 201.938 No Additional Holddown Required FM w. L 8 L MI W MIB L 2 f upMIB = 2235.532 Use MST60 BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL ALE 031111 By T.W. DATE 12/1/03 SHT -1 r '•:�Llstila`tflCl3adCGl7�7a; t�7:1 S/L 2 S/L S Wall 2A: L := 8 wall length, ft. W M2A : = 1720 wall weight + load supported, lb. Wall Uplift= Wall 2B• L := 5 wall length, ft. W MZB := 1075 wall weight + load supported, lb. H := 8 wall height, ft. 11.5}16 W S2A f F M2 L 8 WM2B ( F L SbY 11.5 / 2 L / 2 Wall Uplift = Wall Uplift = f upM2A : 17017 - 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 666 -3882 f upM2B ( Fmbyyw L 8 L M2 W M2A L 2 Wall 2C: L := 8 wall length, ft. W M2C := 1760 wall weight + load supported, lb. F nn. 'L 8 L M2 W M2C L 2 Wall Uplift = f upM2C : Uplift at Main Floor from Upper Floor shear wall 5A and 5B: Wall Uplift fupMSSA 1F Slracw 121 16 L SS / WS5A 2 Uplift from Main Floor Shear Walls on Line 5 Wall 5A -D: L := 3.5 wall length, ft. W M5A := 910 wall weight + load supported, lb. H := 8 wall height, ft. f upMSA ' = 12 FMlrocw L 8 L M5 W MSA L 2 H := 8 wall height, ft. f upM2A = - 149.293 No Additional Holddown Required H := 8 wall height, R f upM2C = - 169.293 No Additional Holddown Required f upMSSA = 23.6 f upM5A = - 111.28 No Additional Holddown Required f upM2B = 2825.677 Use MST60 S/L 6 Uplift at Main Floor from Upper Floor shear wall 6A: Wall Uplift = Uplift from Main Floor Shear Walls on Line 6 Wall 6A&B: L := 4 wall length, ft. W M6A := 880 wall weight + load supported, lb. H := 8 wall height, ft. Wall Uplift = At east and west end of 2nd floor shear wall 6A and east and west end of main floor shear wall 6A, uplift is coincident Total Uplift = f upMS6A + f upM2A = 5430.352 Use MST60 Uplift at Main Floor from Upper Floor shear wall 7A&7D: Wall Uplift = fupMS7A Uplift at Main Floor from Main Floor shear walls on Shear Line 7: Wall 7A; Wall Uplift = Wall 713; L := 6.5 wall length, ft. W M7B := 1430 wall weight + load supported, lb. H := 8 wall height, ft. k FM3mcw L 8 L 1v17 i W M7B L Wall Uplift = f upM6A ' F S2iocw 6.75 •16 L 56 W S6A f upMS6A 6.75 2 WM7A 880 ( FM.boc L 8 L M6 W M6A L 2 FS3raw 3.5 •16 L S7 W S7A 3.5 2 L := 4 wall length, ft. f upM7A • wall weight + load supported, lb. H := 8 wall height, ft. ( FM3rocw 4) 8 L M7 W M7A 4 2 f upM7B 2 f upMS6A = 5579.644 upM6A = 3313.778 Use MST60 f upMS7A = 2973.386 Use MST60 f upM7A = 6.542 No Additional Holddowu Required f upM7B = - 268.458 No Additional Holddown Required BROOKS DESIGN CLAUSEN RESIDENCE A DDITION REMODEL RE 031111 BY T.W. 17017 — 102nd Ave. S.E Snohomish, WA 98296 (360) 668 -3882 Phone: ne: (3(3 b;9,14iayRdl9 a•; >:[aai DATE 12/1/03 SHT 9, S/L 6 Uplift at Main Floor from Upper Floor shear wall 6A: Wall Uplift = Uplift from Main Floor Shear Walls on Line 6 Wall 6A&B: L := 4 wall length, ft. W M6A := 880 wall weight + load supported, lb. H := 8 wall height, ft. Wall Uplift = At east and west end of 2nd floor shear wall 6A and east and west end of main floor shear wall 6A, uplift is coincident Total Uplift = f upMS6A + f upM2A = 5430.352 Use MST60 Uplift at Main Floor from Upper Floor shear wall 7A&7D: Wall Uplift = fupMS7A Uplift at Main Floor from Main Floor shear walls on Shear Line 7: Wall 7A; Wall Uplift = Wall 713; L := 6.5 wall length, ft. W M7B := 1430 wall weight + load supported, lb. H := 8 wall height, ft. k FM3mcw L 8 L 1v17 i W M7B L Wall Uplift = f upM6A ' F S2iocw 6.75 •16 L 56 W S6A f upMS6A 6.75 2 WM7A 880 ( FM.boc L 8 L M6 W M6A L 2 FS3raw 3.5 •16 L S7 W S7A 3.5 2 L := 4 wall length, ft. f upM7A • wall weight + load supported, lb. H := 8 wall height, ft. ( FM3rocw 4) 8 L M7 W M7A 4 2 f upM7B 2 f upMS6A = 5579.644 upM6A = 3313.778 Use MST60 f upMS7A = 2973.386 Use MST60 f upM7A = 6.542 No Additional Holddowu Required f upM7B = - 268.458 No Additional Holddown Required C h olliaaadlayaTiuter'a : tui Wall Uplift = upM7C 17017 - 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL Wall 7C: L := 7.5 wall length, ft. W M7C 1650 wall weight+ load supported, lb. H := 8 wall height, ft. F M3xxw L 8 L M7 W M7C L 2 Dasement Floor Weights v axis: $hear Line 1 Roof Area grid A,y -y = A Rayy := 0 Ft Wall Area grid A,y -y = A W ayy 480 Ft Floor Area grid A,y -y= A Fayy : =413 Ft F Layya := (A Ran +AW F L ams = 1875.3 Shear Line 2 Roof Area grid B,y -y = A R := 0 Ft Wall Area grid B,y -y = A W :- 800 Ft Floor Area grid B,y -y = A F := 413 Ft Weights x axis (lower Floorl $hear Line 5 Roof Area grid 1,x -x = ARlror := 0 Ft Wall Area grid 1,x -x= A W1xx : -416 Ft Floor Area grid 1,x -x= AFlror := 182 Ft F Lbyys _ ( +A F Lbyys = 2547.3 FILE 031111 By T.W. DATE 12/1/03 SKr f upM7C = - 378.458 No Additional Holddown Required LayysTot ' = F Layys + F Mayys + F Sayys F LayysTot = 6255.9 Total Horiz Seismic Load St 1 F LbyysTot ' = F Lbyys + F Mina + F Sbyys F LbyysTot = 7280.7 Total Horiz Seismic Load SA, 2 FLlxxs := ( RIxx+ F Llxxs = 1255.8 Horiz Seismic Load Zone 1 x -x F L1xxsTot' = F Lbw 1- F Mlxxs + FL1xxsTot= 3616.2 c !•14.UYY7a [•ll:p�;7I3e775X7da 17017 — 102nd Ave. S.E Snohomish, WA 98296 Phone: (360) 668 -3882 BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL FILE 031111 BY T.W. DATE 12/1/03 SHT fe Shear Line 6 Roof Area grid 2,x -x = A my( := 0 Ft Wall Area grid 2,x -x = A wax := 416 Ft Floor Area grid 2,x -x = A F2:oc := 413 Ft Shear Line 7 Roof Area grid 3,x -x = A R3xx • = 0 Ft Wall Area grid 3,x -x = A W3Xx := 368 Ft Floor Area grid 3,x -x = A F3xx := 231 Ft WIND LOADS See development of forces at end V Lower Floor y axis Sail Areas: F L2xxs :_ ( + A W2xx + A F L2 = 1740.9 Horiz Seismic Load Zone 2 x -x F L2xxsTot = F L2xxs + F M2xxs + F S2xxs F L2xxsTot = 5525.1 F L3xxs :_ ( R3xx + A W3xx + A F3xx) •15..140 F L3xxs = 1257.9 Horiz Seismic Load Zone 3 x -x F L3xxsTot := F L3xxs + F M3xxs + F S3xxs F L3xxsTot = 4344.9 Horizontal Seismic Force Horizontal Wind Force (reference) S/L 1 A syy :- 64 F Layyw :- A ay y 13.22 F La = 846.08 F LbyywTot ' = F Layyw + F Mayyw + F Sayyw F LbyywTot = 4729.12 F LayysTot = 6255.9 S/L 2 A byy := 64 F Lbyyw := A b 13.22 F Lbyyw = 846.08 F LbyywTot := F Lbyyw + F Mbyyw + F Sbyyw F LbyywTot = 5469.44 F LbyywTot = 7280.7 x axis Sail Areas: S/L5 A1xx: =64 FL1xxw: =A1 •13.22 F L1 X °846.08 F L1xxwTot := F LImcw+ F Mlxxw+ F Slxxw F LbccwTot = 2648.92 F L1xxsTot = 3616.2 S/L6 A 2 := 64 Fuxxw := A2 13.22 FL2rocw = 846.08 F • L2xxwTot • = F L2xxw + F M2xxw + F S2xxw F L2xxwTot = 5069.34 F L2xxsTot = 5525.1 S/L 7 A 3xx := 64 F L3xxw := A 3xx -13.22 F L3xxw = 846.08 F L.3xxwTot .:= F L3rocw + F M3xxw + F S3xxw F L3xxwTot = 3266.5 F L3xxsTot = 4344.9 Determine Govemina load at each section (Lower Floor) F Layy r 6256 Seismic Governs F L 7281 Seismic Governs Calculate Strength Requirements for Basement Shear Walls: Force from "v" direction Shear Line Length of Unit Load Shear Wall Type Shear Wall (Ft.) (Lb. per Ft.) Required See Schedule S/L 1: S/L 2: Force from "x" direction S/L 5: S/L 6: LL1:= 6+12 +8 f Ll' FLayy fL1= 240.615 P1-6 L =26 L L1 L :- 16.5 + 12.5 f FLbyy L2 L = 29 1 ' L2 L := 28 L = 28 L := 11 L =11 S/L7: L 10.5 +11 L L 7 = 21.5 F Llxx = 3616 Seismic Governs F 5525 Seismic Governs F L3xx := 4345 Seismic Governs F L1xx L5 L L5 F L2xx L6 L f L7 F L3xx L L7 f = 251.069 P1-6 f = 129.143 PI-6 fL6 = 502.273 PI -2 f L 7 = 202.093 P1-6 II!!!! Kiri IICla NIN2312Rl11 Hold Down Requirements: $/L 1 Hold Down Requirements at Foundation for Second Floor shear walls Shear Line 1: Wall Uplift = Wall Uplift = Wall Uplift = Wall L:= 11.5 wall length, ft. W SIA = 1380 wall weight + load supported, lb. f upLS1A Wall Uplift= f upLM1A fupLM1B f 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 /F Sayy I` L S l Ll 19 // WSIA 2 L Hold Down Requirements at Foundation for First Floor shear walls. Shear Line 1: Wall IA' L:= 8 wall length, ft. W M1A = 1720 wall weight + load supported, lb. ( F Ma " L 19 LMl WMIA L 2 Wall 1B: L := 10 wall length, ft. W M1B = 2150 wall weight + load supported, lb. (F ma Ll 19 1 L MI // L ( F. LAB 121 4 L LI / W LIA 12 2 W MIB 2 BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL f upLS1A = 3278.522 Use H1716 f upLMIA = 3764.389 Use HTT22 = 3549.389 Use fupLMIB Hold down requirements for basement walls: Wall IA: L := 12 wall length, ft. W LI A 3120 wall weight + load supported, lb. H := 4 wall height ft f up1A = 597.538 No Additional Holddown Required FILE 031111 By T.W. DATE 12/1/03 SHT Z C r�DPSYi �a:[Aiads 7CGI'i T�it�l; I 17017 — 102nd Ave. S.E. Snohomleb, WA 98296 Phone: (360) 668 -3882 BROOKS DESIGN CLAUSEN RESIDENCE ADDMON /REMODEL FILE 031111 BY T.W. DATE 12/1/03 SHT f 5 S/L 2 Wall Uplift = Wall Uplift = Wall 1B: L := 8 wall length, ft. W LIB 2080 wall weight + load supported, lb. H := 4 wall height, ft. f u plB F Lay' 8 4 L Ll W L1B 8 2 Hold Down Requirements at Foundation for Second Floor shear walls. Shear Line 2 Wall 2k L := 11.5 wall length, ft. W S2A = 1380 wall weight + load supported, lb. Wall Uplift = f upLS2A ' Hold Down Requirements at Foundation for Main Floor shear walls, Shear Line 2: Wall Uplift = f upLM2A Wall 2A: L := 8 wall length, ft. W M2A = 1720 wall weight + load supported, lb. Wall 2B: L = 5 wall length, ft f upLM2B F Sbn , L 19 L 52 W S2A L 2 W M2B = 1 075 FM», L 19 M2 , W M2A L 2 wall weight + load supported, lb. F YY L 19 L M2 MTh L 2 f up1B = - 77.538 No Additional Holddown Required = 3532.957 Use H1T22 f upLS2A = 2653.48 Use HTF22 f upLM2A f upLM2B = 2975.98 Use HTT22 /L 5 Hold down requirements for basement walls: Wall 2A; L := 16 wall length, ft. Wall Uplift = Wall Uplift = up2A • Wall 2B: L := 13 wall length, ft. WL2B := 4160 wall weigh + load supported, lb. H := 4 wall height, ft. f Wall Uplift= fup5A'= W L2A := 4160 wall weight+ load supported, lb. H := 4 wall height, ft. ( Pi Lbyy 16 4 L L2 1 ' i ' L2A 16 2 ( F LT .13).4 L L2 W L2B 13 2 F Ll'oc 28 4 Its N' L5A 28 2 Hold Down Requirements at Foundation for Second Floor shear walls. Shear Line 6: Wall 6k L := 6.5 wall length, ft. W S6A - 840 wall weight + load supported, lb. fup2A = - 1075.724 No Additional Holddown Required = 1075.724 fup2B No Additional Holddown Required Wall 5k L := 28 wall length, ft. W L5A 7280 wall weight + load supported, lb. H := 4 wall height, ft. f up5A = - 3123.429 No Additional Holddown Required F S2,oc L 19 Wall Uplift = f upLS6A L 56 W S6A f upLS6A = 6704.296 Use 1111)10A L 2 BROOKS DESIGN CIAUSEN RESIDENCE; A DDMON REMODEL I FILE 031111 By T.W. 17017 — 102nd Ave. S.E. Snohomish. 3 60 ) 98296 668 - 3882 Phone: e: (3) ?cr.+uc/y;taia ae tes 12 DATE 12/1/03 SHT tLi /L 5 Hold down requirements for basement walls: Wall 2A; L := 16 wall length, ft. Wall Uplift = Wall Uplift = up2A • Wall 2B: L := 13 wall length, ft. WL2B := 4160 wall weigh + load supported, lb. H := 4 wall height, ft. f Wall Uplift= fup5A'= W L2A := 4160 wall weight+ load supported, lb. H := 4 wall height, ft. ( Pi Lbyy 16 4 L L2 1 ' i ' L2A 16 2 ( F LT .13).4 L L2 W L2B 13 2 F Ll'oc 28 4 Its N' L5A 28 2 Hold Down Requirements at Foundation for Second Floor shear walls. Shear Line 6: Wall 6k L := 6.5 wall length, ft. W S6A - 840 wall weight + load supported, lb. fup2A = - 1075.724 No Additional Holddown Required = 1075.724 fup2B No Additional Holddown Required Wall 5k L := 28 wall length, ft. W L5A 7280 wall weight + load supported, lb. H := 4 wall height, ft. f up5A = - 3123.429 No Additional Holddown Required F S2,oc L 19 Wall Uplift = f upLS6A L 56 W S6A f upLS6A = 6704.296 Use 1111)10A L 2 r aa/�sicaa;lerraarl4ra zcas BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL FILE 031111 BY T.W. DATE 12/1/03 SHT 1 5 Hold Down Requirements at Foundation for Main Floor shear walls. Shear Line 6: Hold down requirements for basement walls: Wall Uplift = S/L 7 Wall Uplift = f upLM6A ' Wall Uplift = (up7A Wall 6A &B: L := 4 wall length, ft. W M6A = 880 wall weight + load supported, lb. I FM2xx L 19 LM6 WM6A L 2 Wall 2A; L := 11 wall length, ft. W L6A := 2800 wall weight + load supported, lb. H := 8 f up6A 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 11 8 L L6 W L6A 11 2 At west end of wall 2A, Holddowns from lower, main and second floors are coincident Total Uplift = f upLS6A + f upLM6A + f up6A = 17797.7 At east end of wall 2A on main floor, Holddowns from main and second floors are coincident: Total Uplift = f upLS6A + f upLM6A = 15179.519 f upLM6A = 8475.222 Use HD10A f up6A = 2618.182 wall height, ft. Use H1716 Wall 7A&B L := 10.5 wall length, ft. W L7A .= 1260 wall weight + load supported, lb. H := 4 wall height, R L M 7 t 4l 12 W M)A + ( L L7 t L, 4 W L7A 4 / 2 L 2 Use (2) HD10A with 3 1/2" framing members (see sketch) Use (2) HD10A with 3 1/2" framing members (see sketch) f up7A = 1796.372 Use LTT131 SHEAR WALL SCHEDULE DESIGNATION DESIGN LOAD (lb /ft) DESCRIPTION P1 -6 250 1/2" plywood or OSB equal, w/ 10d nails @ 6" o.c. Anchorage: (2)16d @ 10" o.c. or 5/8" bolts @ 32" o.c. PI -4 377 1/2" plywood or OSB equal, w/ 10d nails @ 4" o.c. Anchorage: (2)16d @ 6" o.c. or 5/8" bolts @ 24" o.c. PI -3 492 1/2" plywood or OSB equal, w/ 10d nails @ 3" o.c. Anchorage: (2)164 @ 5" o.c. or 5/8" bolts @ 24" o.c. 3x members at adjoining panel edges PI -2 631 1/2" plywood or OSB equal, w/ 10d nails @ 2" o.c. Anchorage: (3)16d @ 5" o.c. or 3/4" bolts @ 24" o.c. 3x members at adjoining panel edges P2 -6 508 1/2" plywood or OSB equal, 2 sides, w/ I Od nails @ 6" o.c. Anchorage: (2)16d @ 5" o.c. or 5/8" bolts @ 24" o.c. 3x members at adjoining panel edges P2-4 754 1/2" plywood or OSB equal, 2 sides, w/ 10d nails @ 4" ac. Anchorage: (3)16d @ 5" o.c. or 3/4" bolts @ 24" o.c. 3x members at adjoining panel edges P2 -3 984 1/2" plywood or OSB equal, 2 sides, w/ 10d nails @ 3" o.c. Anchorage: (4)16d @ 5" o.c. or 3/4" bolts @ 20" o.c. 3x members at adjoining panel edges P2 -2 1262 1/2" plywood or OSB equal, 2 sides, w/ 10d nails @ 2" o.c. Anchorage: (4)16d @ 4" o.c. or 3/4" bolts @ 16" o.c. 3x members at adjoining panel edges Note: Nailing noted above is for panel edges and plate nailing (as indicated). Field nailing of remaining studs 104 at 12" o.c. 01 -7 100 Gypsum wallboard, 1 side, w/ 6d nails @ 7" o.c. (entire sheet) Anchorage: 16d @ 16" o.c. or 5/8" bolts @ 48" o.c. 01-4 125 Gypsum wallboard, 1 side, w/ 6d nails @ 4" o.c. (entire sheet) Anchorage: 16d @ 12" o.c. or 5/8" bolts @ 48" o.c. O1-4B 150 Gypsum wallboard, I side, w/ 6d nails @ 4" o.c. (entire sheet) Blocking Required Anchorage: 16d @ 10" o.c. or 5/8" bolts @ 48" o.c. G2 -7 200 Gypsum wallboard, 2 sides, w/ 6d nails @ 7" o.c. (entire sheet) Anchorage: 16d @ 8" o.c. or 5/8" bolts @ 48" o.c. G2-4 250 Gypsum wallboard, 2 sides, w/ 6d nails @ 4" o.c. (entire sheet) Anchorage: 16d @ 6" o.c. or 5/8" bolts @ 48" o.c. 17017 — 102nd Ave. S.E. Snohomish. WA 98296 Phone: (360) 668 -3882 BROOKS DESIGN CLAUSEN RESIDENCE A DDRION / REMODEL FILE 031111 By T.W. :inrur:a4NIT,2e1:igirm. araa DATE 12/1/03 SMT ! (o SHEAR WALL SCHEDULE DESIGNATION DESIGN LOAD (lb /ft) DESCRIPTION P1 -6 250 1/2" plywood or OSB equal, w/ 10d nails @ 6" o.c. Anchorage: (2)16d @ 10" o.c. or 5/8" bolts @ 32" o.c. PI -4 377 1/2" plywood or OSB equal, w/ 10d nails @ 4" o.c. Anchorage: (2)16d @ 6" o.c. or 5/8" bolts @ 24" o.c. PI -3 492 1/2" plywood or OSB equal, w/ 10d nails @ 3" o.c. Anchorage: (2)164 @ 5" o.c. or 5/8" bolts @ 24" o.c. 3x members at adjoining panel edges PI -2 631 1/2" plywood or OSB equal, w/ 10d nails @ 2" o.c. Anchorage: (3)16d @ 5" o.c. or 3/4" bolts @ 24" o.c. 3x members at adjoining panel edges P2 -6 508 1/2" plywood or OSB equal, 2 sides, w/ I Od nails @ 6" o.c. Anchorage: (2)16d @ 5" o.c. or 5/8" bolts @ 24" o.c. 3x members at adjoining panel edges P2-4 754 1/2" plywood or OSB equal, 2 sides, w/ 10d nails @ 4" ac. Anchorage: (3)16d @ 5" o.c. or 3/4" bolts @ 24" o.c. 3x members at adjoining panel edges P2 -3 984 1/2" plywood or OSB equal, 2 sides, w/ 10d nails @ 3" o.c. Anchorage: (4)16d @ 5" o.c. or 3/4" bolts @ 20" o.c. 3x members at adjoining panel edges P2 -2 1262 1/2" plywood or OSB equal, 2 sides, w/ 10d nails @ 2" o.c. Anchorage: (4)16d @ 4" o.c. or 3/4" bolts @ 16" o.c. 3x members at adjoining panel edges Note: Nailing noted above is for panel edges and plate nailing (as indicated). Field nailing of remaining studs 104 at 12" o.c. 01 -7 100 Gypsum wallboard, 1 side, w/ 6d nails @ 7" o.c. (entire sheet) Anchorage: 16d @ 16" o.c. or 5/8" bolts @ 48" o.c. 01-4 125 Gypsum wallboard, 1 side, w/ 6d nails @ 4" o.c. (entire sheet) Anchorage: 16d @ 12" o.c. or 5/8" bolts @ 48" o.c. O1-4B 150 Gypsum wallboard, I side, w/ 6d nails @ 4" o.c. (entire sheet) Blocking Required Anchorage: 16d @ 10" o.c. or 5/8" bolts @ 48" o.c. G2 -7 200 Gypsum wallboard, 2 sides, w/ 6d nails @ 7" o.c. (entire sheet) Anchorage: 16d @ 8" o.c. or 5/8" bolts @ 48" o.c. G2-4 250 Gypsum wallboard, 2 sides, w/ 6d nails @ 4" o.c. (entire sheet) Anchorage: 16d @ 6" o.c. or 5/8" bolts @ 48" o.c. r miIIara re]iss =;1 L! r.I ras HOLDDOWN SCHEDULE 17017 — 102nd Ave. S.E. Snohomleh, WA 98296 Phone: (360) 668 -3882 DESIGNATION DESCRIPTION ALLOWABLE DESIGN LOAD (lb) BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL A LSTA9 605 B LSTA18 1055 C MSTA36 1995 D MST27 2760 E MST37 3815 F MST48 4460 G MST60 5800 6" Wall 8" Wall H LSTHDS 1695 1695 J STHD8 2345 3195 K STHDIO 3185 3725 L STHD14 4805 5785 M LTT19 1205 N LTT131 2185 O HTT16 3480 P HTT22 5250 Q HD10A 6935 (w/ 2 1/2" thick end studs) 9540 (w/ 3 1/2" thick end studs) 9900 (w/ 5 1/2" thick end studs) R HD14A 11080 (w/ 3 1/2" thick end studs) 13380 (w/ 5 1/2" thick end studs) S HD15 15305 (w/ 5 1/2" thick end studs) ABOVE HOLDDOWNS ARE SIMPSON STRONG -TIE REFERENCE SIMPSON CATALOG C -200 FILE 031111 By T.W. DATE 12/1/03 SHT t "1 WOOD TO WOOD CONNECTION CONCRETE STRAP (Based on 2000 psi Concrete) BOLTED TO CONCRETE NAILED TO STUDS BOLTED TO CONCRETE BOLTED TO STUDS f ?I1Pi�ii:[dfa9a:7R['I -7i: tna 17017 - 102nd Ave. S.E. Snohomish. WA 98296 Phone: (360) 668 -3882 BROOKS DESIGN CLAUSEN RESIDENCE ADDRION /REMODEL FILE 031111 BY T.W. DATE 12 1 03 SHT Development of Forces: Calculate p: A := 896 Seismic Force Wind Lower Floor v direction; F ymax 2887 F ymax = 2887 x direction: r max Z : - .3 C =.36 R := 5.5 F ymax F ytotai F in maX F 'total Main Lever Second Floor. C e i , :_ .62 Table 16-G C es := .67 Table 16-G C q I, := 1.3 Table 16-H C qS := 1.3 Table I6-H q sL := 16.4 Table 16 -F (80 mph, Exp B) q a s := 16.4 Table I6 -F (80 mph, Exp B) I wL :- I Table 16 -K I ws := I Table 16-K P w L C eL' C qL' q au' wL P wL = 13.218 psf F ytotal '= FLayysTot + F LbyysTot p: 20 (r max' ytotai = 13536.6 p = - 1.133 Therefore use p =1.0 (y direction) F xmax :- 5525 F = 5525 'dotal '= LlxxsTot + F L2xxsTot + F L3xxsTot F 'total = 13486.2 Table 16-I for zone 3 Table I6 -Q for Soil typeS Table I6 -N p = 0.369 P : CeS'CgS1sS'IwS Therefore use p =1.0 (x direction) V= (3)(Ca) 3 Ca -0.196 R R V = (196)(W) For Allowable Stress Design V = V / 1.4 = (0.140XW) P wS = 14.284psf BROOKS DESIGN CLAUSEN RESIDENCE ADDMON /REMODEL FILE 031111 By T.W. DATE 12/1/03 SHT 19 c Rt /.1Ui4147Nizi» :111RW W.13=F:1 VERIFY FRAMING MEMBERS The following Design Loads will be considered LL :- 40 DL := 15 Allowable Stress: Beams 5x5 and Larger F dfl := 1350 E dfl := 1600000 Douglas Fir No.1 Fdf2:= 875 Edf2:= 1300000 Douglas Fir No.2 F := 1050 E hfl := 1300000 Hem -Fir No. l F h8 := 675 E hf2 = 1100000 Hem -Fir No.2 = 2900 E ps i : = 2000000 2.0E Parallam, PSL F psl F I = 2600 E ]vl := 1900000 1.9E Parallam, LVL ROOF BEAMS Seam L For LVL Beam Beam Length= L:= 17.12 Uniform load on beam: Dead Load: PDL : - (2 8 . L . (DL) PDL = 2805 lb. I `2 2 12 Live Load: P LL := 14 + 8 L (LL) P 7480 lb. • 2 2) 12 I : Live Load (floor), psf RL :- 25 Live Load (roof), psf Dead Load, psf 5-PLL•L End Reaction = 17017 — 102nd Ave. S.E. Snohomish, WA 96296 Phone: (360) 868 -3862 (Pm + P LL) ' Bending Moment: M : M = 262267.5 Ib.in. 8 384E 1 ' Ivl' 360 • Smin M I 1 = 767.979 For 11 7/8" LVL x 1 3/4" I 11.875 := 244 F Ivl PDL + R I ' 2 1 11.875 S min = 100.872 R = 5142.5 Beams 2 to 4" thick F df3 := 1000 E df3 := 1700000 Douglas Fir No.1 F df4 := 875 E df := 1600000 Douglas FirNo.2 F F := 950 E hf3 := 1500000 Hem -Fir No.1 hf4 850 E hf4 : = 1300000 Hem -Fir No.2 F atl := 20000 E stl := 29000000 Steel Beam F glb := 2400 Eglb := 1600000 Glu -Lam 24F -V4 5 * LL+PDL) L3 384 • E ly) L 240 Beam loaded with Live Load Beam loaded with LL + DL Minimum I= I m i n if >I2,I I = 767.979 I min — 3.147 41.75 =7 I = 703.981 Use 7:11 7/8 LVL I = 976.8, S = 164.52 B eam M Beam Length = L := 11.12 Uniform load on beam: Dead Load: P := \ + - 1 --(DL) P = 1815 lb. 12 Live Load: P := ( 2 2 12 14 + -8- ) .1.-- •(LL) P = 4840 lb. ( DL + P Bending Moment: M :- M = 109807.5 lb.in. 8 For LVL Beam 5PaL; 5 " ( LL +PDI I 1 := (=Lt) I 1 = 208.056 I 2 := I = 190.718 384.E NE (3 1 384•E m `2 0) Beam loaded with Live Load Minimum I = Imin := if(I For 11 7/8" LVL x 1 3/4" 111.875 := 244 M S F lvl End Reaction = R M PDL + P LL ' 2 3 O I R Lit IO = 3.064 ' 48.E stl L 360 Posts 16a at each end of Beam 0: Use TS 21/2 x 21/2 z 1/4 )Beam P: Same as Beam 0 Use C6x8.2# Beam loaded with LL + DL I m i n = 208.056 I min 1 11.875 S min = 42.234 — 0.853 21.75 =3.5 Use 31/2:11 7/8 LVL R M = 3327.5 I = 488.4, S = 82.3 To Support outboard ends of Beams L and M, land Posts 16 and 18 respectively on a steel header (Beam 0). Support Beam 0 at each end with Posts 16a. Posts 16a will land on a steel beam (Beam P) below the window and transfer the load back to a single column at it's center which in turn will run to bearing (see sketch). For design, use load at end of Beam L which is maximum: R L = 5142.5 lb. Column 16 and 18 are 4x4 posts Span across window = L : = 4.12 Beam O: M0 It L-1.. M = 61710 in.lb. 4 M 0 F stl S =3.086 Use C6x8.2# I = 13.1, S = 4.38 BROOKS DESIGN CLAUSEN RESIDENCE A DDITION REMODEL lLE 031111 By T.W. 17017 — 102nd Ave. S.E. Snohomish. WA 98296 Phone: (360) 668 -3882 taraucrr i.tati lawLratt DATE 12 1 03 SHT B eam M Beam Length = L := 11.12 Uniform load on beam: Dead Load: P := \ + - 1 --(DL) P = 1815 lb. 12 Live Load: P := ( 2 2 12 14 + -8- ) .1.-- •(LL) P = 4840 lb. ( DL + P Bending Moment: M :- M = 109807.5 lb.in. 8 For LVL Beam 5PaL; 5 " ( LL +PDI I 1 := (=Lt) I 1 = 208.056 I 2 := I = 190.718 384.E NE (3 1 384•E m `2 0) Beam loaded with Live Load Minimum I = Imin := if(I For 11 7/8" LVL x 1 3/4" 111.875 := 244 M S F lvl End Reaction = R M PDL + P LL ' 2 3 O I R Lit IO = 3.064 ' 48.E stl L 360 Posts 16a at each end of Beam 0: Use TS 21/2 x 21/2 z 1/4 )Beam P: Same as Beam 0 Use C6x8.2# Beam loaded with LL + DL I m i n = 208.056 I min 1 11.875 S min = 42.234 — 0.853 21.75 =3.5 Use 31/2:11 7/8 LVL R M = 3327.5 I = 488.4, S = 82.3 To Support outboard ends of Beams L and M, land Posts 16 and 18 respectively on a steel header (Beam 0). Support Beam 0 at each end with Posts 16a. Posts 16a will land on a steel beam (Beam P) below the window and transfer the load back to a single column at it's center which in turn will run to bearing (see sketch). For design, use load at end of Beam L which is maximum: R L = 5142.5 lb. Column 16 and 18 are 4x4 posts Span across window = L : = 4.12 Beam O: M0 It L-1.. M = 61710 in.lb. 4 M 0 F stl S =3.086 Use C6x8.2# I = 13.1, S = 4.38 C PP /.111i1i t�li8iac71337d 4.111 17017 - 102nd Ave. S.E. Snohomish, WA 98296 Phone: (380) 668 -3882 BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL FlLE 031111 By T.W. DATE 12/1/03 SHT Z- Beam K For LVL Beam For LVL Beam Beam Length = S min :_ F Ivl L := 3.12 Concentrated load on beam: P := R M + R L P c = 8470 lb. P Bending Moment: M :_ — M = 76230 lb.in. 4 P c •L 3 (-1 360 360 M Live Load: Minimum I= I := if(I >I S min M I = 43.331 S min = 29.319 I I For 9 1/2" LVL x 1 3/4" 17 25 := 56 — = 0.774 2.1.75 = 3.5 1 7.25 P End Reaction = R K := — R K = 4235 2 eam H Beam Length = L := 4.12 Uniform load on beam: Dead Load: P DL :_ \ 2) • 2 • (DL ) P LL'= I 1 ) 1 2 . ( 11 -) (PDL + PLL) Bending Moment: M := M = 7260 lb.in. 8 I 1 5-P LL 1 I 1 = 8.64 I 2 5 • LL + P . L3 384•E•(360) 384,EhQ 1 240 ) Beam loaded with Live Load Beam loaded with IL + DL 1 min = 8.64 S min = 10.756 End Reaction = R H := P DL + P LL R H= 605 2 Hanger at connection to Beam E, Use LUS46 minimum Use 3 1/2 x 7 1/4 LVL I =112, S =30.89 P DL 330 lb. P LL = 880 lb. I 2 = 7.92 Use 4x8 HemRir #2 I =123, S =32.2 Beam J Beam Length = L := 4•12 For HemFir #2 Beam Beam E Uniform load on beam: Dead Load: Live Load: Bending Moment: 5 PLL.L 5. (P LL +PDL\.L I1:= / I =8.64 I l / J I =7.92 384 •E 1 360) 384•Ehf2 1240) Beam loaded with Live Load Beam loaded with LL + DL Minimum I= I min :- if ( 1 1 >1 I min =8.64 S min '= M S min = 10.756 hf2 L := 1412 I min = 765.684 M S min = F M End Reaction = R : = P DL +PLL R 1 = 605 8 L L S min = 97.103 PDL .�2 12 (DL) PLL (2l• Z .(LL) M . = (PDL + P LL) 'L M = 7260 lb.in. 8 2 Hanger at connection to Beam E, Use LUS46 minimum Pu: =( 3 + 14). L •(DL+ LL) +L•B•DL P =8225 Uniform Load, Lb. 2 2 12 12 P cl =R H Pcl = 605 Concentrated Load from Beam H P c2 = f dn7A P e2 = 1988.214 Concentrated Load from shear wall 7A Concentrated Load Location: a 1 := 36 b := L - a l a =42 b2: =L -a M:= Put + P cl' a l' b 1 + P c2' a 2' b 2 L Location of x := 2 deflection M = 252466.607 Ib.in. 3 5 ' P u' L P cl 'a1 . ( L - x ) P c2' a 2 . ( L -x ) I min = L + [ 2 Lbi b 1 (L -x) ] + L [ 2Lb 2 b (L - x)" 384•E IA' ( 6'Elvl'(L ) L 6 ' E Iv!' 360 L Use 5 1/4 x 14 LVL I = 1200.5, S = 171.5 P = 330 lb. P 880 lb. Use 4x8 Hem Fir #2 I =123, 5 = 32.2 BROOKS DESIGN CIAUSEN RESIDENCE ADDMON REMODEL / nii 031111 I T.W. 17017 - 102n Ave. SL Snohomish, WA 98296 Phone: (360) 888 -3882 avniia�Hnaa = :7rtdra,�[ 12 DA TE 12/1/03 SHT 2 Z Beam J Beam Length = L := 4•12 For HemFir #2 Beam Beam E Uniform load on beam: Dead Load: Live Load: Bending Moment: 5 PLL.L 5. (P LL +PDL\.L I1:= / I =8.64 I l / J I =7.92 384 •E 1 360) 384•Ehf2 1240) Beam loaded with Live Load Beam loaded with LL + DL Minimum I= I min :- if ( 1 1 >1 I min =8.64 S min '= M S min = 10.756 hf2 L := 1412 I min = 765.684 M S min = F M End Reaction = R : = P DL +PLL R 1 = 605 8 L L S min = 97.103 PDL .�2 12 (DL) PLL (2l• Z .(LL) M . = (PDL + P LL) 'L M = 7260 lb.in. 8 2 Hanger at connection to Beam E, Use LUS46 minimum Pu: =( 3 + 14). L •(DL+ LL) +L•B•DL P =8225 Uniform Load, Lb. 2 2 12 12 P cl =R H Pcl = 605 Concentrated Load from Beam H P c2 = f dn7A P e2 = 1988.214 Concentrated Load from shear wall 7A Concentrated Load Location: a 1 := 36 b := L - a l a =42 b2: =L -a M:= Put + P cl' a l' b 1 + P c2' a 2' b 2 L Location of x := 2 deflection M = 252466.607 Ib.in. 3 5 ' P u' L P cl 'a1 . ( L - x ) P c2' a 2 . ( L -x ) I min = L + [ 2 Lbi b 1 (L -x) ] + L [ 2Lb 2 b (L - x)" 384•E IA' ( 6'Elvl'(L ) L 6 ' E Iv!' 360 L Use 5 1/4 x 14 LVL I = 1200.5, S = 171.5 P = 330 lb. P 880 lb. Use 4x8 Hem Fir #2 I =123, 5 = 32.2 Beam F End Reactions: L := 1412 P = R J R EL : = Pao + P cl a 1 + P c2 . 6 2 R EL = 5733.304 Left end reaction 2 L R ER 2 P nu + P cl b L L l + P c2 .8 2 R ER = 5084.911 Right end reaction Pn:= f3 + 141 L •(DL +LL) +L•8•DL I2 2/ 12 P cl = 605 Concentrated Load from Beam H P o = 8225 Uniform Load, Lb. P c2 = f dn7A P c2 = 1988.214 Concentrated Load from shear wall 7B (same as 7A) Concentrated Load Location: a 1 := 36 b := L - a l x := L Location of 2 deflection a = 42 M S min lvl End Reactions: M P u L P c1' a 1' b 1 + P c2' a 2 b 2 8 L L 5P mm I min = 765.684 384E I ' I 360 Pclal(L x)( b1 2 - (L -x)2] L t 6.E Iv!' 360 L S min = 97.103 P a b RFR = Z +Pcl. tPc2 P b a R 2 "'cry, + P c2 L M = 252466.607 Ib.in. Hanger at connection to Beam G, Use HGUS5.50 /14 Use 51/4:14 LVL I = 1200.5, S = 171.5 + Pc2'a2'(L -x) x) b22 -(L -x L 1 L 6•Ell' L RER = 5733.304 Right end reaction R P = 5084.911 Left end reaction BROOKS DESIGN FILE 031111 17017 - 102nd Ave. S.E CLAUSEN RESIDENCE T.W. muteae taiti it Phone: (360) ) 98296 Phone: (360) 668 -3882 A DDITION REMODEL � BY DATE 1 21/03 SHT 23 Beam F End Reactions: L := 1412 P = R J R EL : = Pao + P cl a 1 + P c2 . 6 2 R EL = 5733.304 Left end reaction 2 L R ER 2 P nu + P cl b L L l + P c2 .8 2 R ER = 5084.911 Right end reaction Pn:= f3 + 141 L •(DL +LL) +L•8•DL I2 2/ 12 P cl = 605 Concentrated Load from Beam H P o = 8225 Uniform Load, Lb. P c2 = f dn7A P c2 = 1988.214 Concentrated Load from shear wall 7B (same as 7A) Concentrated Load Location: a 1 := 36 b := L - a l x := L Location of 2 deflection a = 42 M S min lvl End Reactions: M P u L P c1' a 1' b 1 + P c2' a 2 b 2 8 L L 5P mm I min = 765.684 384E I ' I 360 Pclal(L x)( b1 2 - (L -x)2] L t 6.E Iv!' 360 L S min = 97.103 P a b RFR = Z +Pcl. tPc2 P b a R 2 "'cry, + P c2 L M = 252466.607 Ib.in. Hanger at connection to Beam G, Use HGUS5.50 /14 Use 51/4:14 LVL I = 1200.5, S = 171.5 + Pc2'a2'(L -x) x) b22 -(L -x L 1 L 6•Ell' L RER = 5733.304 Right end reaction R P = 5084.911 Left end reaction Beam G L := 3.12 P =( 2 +LL) +1 P := R FR P c1 = 5733.304 Concentrated Load from Beam F Concentrated Load Location: a := 12 b 1 = L - a 1 x 2 deflection M: = PULL + Pcl a1 b1 M = 52683.929 Ib.in. End Reactions: 1 min S min = 8 L M P a 1 Rte:= 2 + P c P u = 1515 Uniform Load, Lb. L Location of 5.P Pci.a 1 -(L - x) 2 + [ 2Lb 1 b - (L- xi n u n = 43.596 384•E (360) 6 E (360 L S min = 60.21 6)(10 D.Fir #2 is OK F dQ I = 392.9, S = 82.73 But, Use 3 1/2 z 14 LVL due to hanger requirement for Beam F — R G := 2 — u + P of L1 R UL = 4579.702 Left end reaction R OR = 2668.601 Right end reaction BROOKS DESIGN FILE 031111 17017 - 102nd Ave. S.E. CLAUSEN RESIDENCE By T.W. r. ItIlliaanif:inaThir aexzri;i Sho ne: (3 , WA 98298 Ph one: (360) 888 -3682 ADDITION REMODEL DATE 12 12 /1/03 SHT VI Beam G L := 3.12 P =( 2 +LL) +1 P := R FR P c1 = 5733.304 Concentrated Load from Beam F Concentrated Load Location: a := 12 b 1 = L - a 1 x 2 deflection M: = PULL + Pcl a1 b1 M = 52683.929 Ib.in. End Reactions: 1 min S min = 8 L M P a 1 Rte:= 2 + P c P u = 1515 Uniform Load, Lb. L Location of 5.P Pci.a 1 -(L - x) 2 + [ 2Lb 1 b - (L- xi n u n = 43.596 384•E (360) 6 E (360 L S min = 60.21 6)(10 D.Fir #2 is OK F dQ I = 392.9, S = 82.73 But, Use 3 1/2 z 14 LVL due to hanger requirement for Beam F — R G := 2 — u + P of L1 R UL = 4579.702 Left end reaction R OR = 2668.601 Right end reaction FIRST FLOOR BEAMS sari A L := 612 Beam B _( 14+ 14` L, (DL+LL) 2 2 12 P cl ' R FL + End Reactions: L := 1412 P := P oi R H Concentrated Load Location: a =36 P u = 4620 Uniform Load, Lb. P cl = 10169.821 Concentrated Load from Beam F and E Concentrated Load Location: a 1 := 30 b := L- a 1 x M Put +Pcl'al'b M = 219551.875 lb.in. 8 L 3 I min = SPuL a Pei a1 (L x) [ 2 Lb1 b1 246.054 S min '= F psi P b R AL := — L P a RAR: =- Pc' L M S min F hf2 384-End- (360) 6.E ps l' ( 360 ) L P = 605 bl: =L -a Put P cl'a 1'b, 8 L L Location of deflection S mm = 75.708 Use 7 x 9 I/4 PSL I= 460, 5 = 99.45 R = 8242.396 Left end reaction R AR = 6547.426 Right end reaction P = Concentrated Load from Beam F and E 5'Pu'L3 Pi - a 1 (L - x) 2 1 I min' + [ 2Lb 1 b - (L xf 70.262 384.E ha. (360) 6.E (360) L M = 17112.857 lb.in. S min = 25.352 L Location of x ' 2 deflection Uniform Load, Lb. Use 4 x 8 HemFir #2 1 =123, S =32.2 17017 - 102nd Ave. S.E. Phone (360) 88236 Phone: : (360) 668 - 3882 BROOKS DESIGN CLAUSEN RESIDENCE A DDITION REMODEL / FILE 031111 t. ar. +nva= : ain By T.W [ai;i DATE 12/1/03 SHT ZS FIRST FLOOR BEAMS sari A L := 612 Beam B _( 14+ 14` L, (DL+LL) 2 2 12 P cl ' R FL + End Reactions: L := 1412 P := P oi R H Concentrated Load Location: a =36 P u = 4620 Uniform Load, Lb. P cl = 10169.821 Concentrated Load from Beam F and E Concentrated Load Location: a 1 := 30 b := L- a 1 x M Put +Pcl'al'b M = 219551.875 lb.in. 8 L 3 I min = SPuL a Pei a1 (L x) [ 2 Lb1 b1 246.054 S min '= F psi P b R AL := — L P a RAR: =- Pc' L M S min F hf2 384-End- (360) 6.E ps l' ( 360 ) L P = 605 bl: =L -a Put P cl'a 1'b, 8 L L Location of deflection S mm = 75.708 Use 7 x 9 I/4 PSL I= 460, 5 = 99.45 R = 8242.396 Left end reaction R AR = 6547.426 Right end reaction P = Concentrated Load from Beam F and E 5'Pu'L3 Pi - a 1 (L - x) 2 1 I min' + [ 2Lb 1 b - (L xf 70.262 384.E ha. (360) 6.E (360) L M = 17112.857 lb.in. S min = 25.352 L Location of x ' 2 deflection Uniform Load, Lb. Use 4 x 8 HemFir #2 1 =123, S =32.2 C I•v /1hi143H1'Iaa'7C['7 L c 17017 - 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 688 -3882 P End Reactions: R EL := 2 + P d L P bi RBR: 2 I a el Hanger at connection to Beam A, Use LUS46 minimum Main Floor joists on west side of staircase support bearing wall from second floor landing perpendicular to joists: Joist Length = L : = 14.12 P := L 16.14•(DL +LL)] 12 P cl .- [ 125 12 (DL +.LL l + (1 P = 1026.667 Uniform Load, Lb. P cl = 545 L Location of Concentrated Load Location: a 1 := 36 b 1 := L- a 1 x := 2 deflection Pu•I Pura 1' 1 M + M = 36975.714 Ib.in. 8 L 5'Pu'L3 Pcl'al (L - x) 1 For Existing D.Fir #2 joists: I min + [ 2 L b l b l z - (L - x l z min = 158.039 384.E An 360) 6- E dm- (3 —L60) L S M = 42.258 For Z:S Der #2 � min ' = F df2 S min I= 52.7, S =14.06 l G End Reactions: R joistL = Z + P cl L R Al, = 8242.396 Left end reaction P b joistR ' 2 * r c l R AR = 6547.426 Right end reaction For 3 1/2 x 7 1/4 LVL 3 added adjacent to each joist: n u t P cl a 1 (L x) � 1 min + ' // [ 2 Lb 1 b - (L- x�i= 108.132 L 384E 1v1' 0 360 ) 6 E L M 1 360 M S min :_ F M S mfn = 14.221 BROOKS DESIGN CLAUSEN RESIDENCE ADDMON /REMODEL R BL = 129.643 RBR = 475.357 FILE 031111 By T.W. DATE 12/1/03 SHT 2co Left end reaction Right end reaction Concentrated Load from bearing wall above For 31/2: 71/4 LVL: 1 = 112, 5 =30.9 ADD 31/2171/4 LVL ADJACENT TO EACH EXISTING 2:8 JOIST BROOKS DESIGN CLAUSEN RESIDENCE ADDMON /REMODEL FILE 031111 By T.W. DATE 12/1/03 SHT 7.7 r G9.71Yilagel�� 1ia:a:GlWd� -iG7:1 Beam C Beam Length = L : = 5.5.12 Uniform load on beam: Dead Load: P u R loisiR L 16 P Moment M :_ 8 For D.Fir #1 Beam Beam D For D.Fir #1 Beam S min I :_ 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone. (360) 668 -3882 F dfl SP u L 3 384 -Edfl L 360 P End Reaction= RC: =— 2 Beam Length = L := 5.5.12 Uniform load on beam: Dead Load: P Bending Moment: M S min : = F dfl 5.P -L 384•Edfl• L 360 P u End Reaction= R D '— 2 I = 49.565 S min = 23.735 R C = 1941.942 _ "joistR L 16 P u .L 8 I = 49.565 S min = 23.735 R = 1941.942 P = 1026.667 lb. M = 32042.042 Ib.in. Use 418 D.Fir #2 I =123, 5 =32.2 P u = 3883.884 lb. M = 32042.042 lb.in. Use 4x8 D.Fir #2 I =123, S =32.2 BROOKS DESIGN CLAUSEN RESIDENCE ADDRION /REMODEL ALE 031111 BY T.W. DATE JILlis 3 SHT Z > e t IL1I1i1.R•3CJn r.Wa•Ti'!d8 CALCULATE ALLOWABLE LOADS FOR COLUMNS (POSTS? Column Loadins perlIBC Section 2307 For 6x6 D.Fir ` allow '= Actual column length = l := 96 Buckling Factor K e := 1 K :_ .3 ( =.3 for visually graded) F c := 1300 allowable compression parellel to grain d := 5.5 minimum column width le = 17.455 (max = 50) a F allow • For 4x6 D.Fir Actual column length = I c := 96 Buckling Factor K e := 1 Equivalent Length = l := K a-1 c Actual maximum compressive load on wood columns = ( 5.5.5.5) •F allow = 27955.213 K c E :_ .3 ( =.3 for visually graded) F c := 1300 allowable compression parellel to grain minimum column width d := 3.5 l = 27.429 (max = 50) 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 (FF cE) i l I l + \FFcE 2.c 4L 2.e / z F a) 1 + i— FcE F F 2•c c 2 F cE F c E := 1400000 c := .8 c: =.8 K cE' 2 F allow = 924.139 psi E := 1400000 FcE' K FcE =558.268 C d ) F allow = 496.809 psi Actual maximum compressive load on wood columns = (3.5.5.5 )•F allow = 9563.567 Equivalent Length = I e := K e •1 c c =.8 (sawn lumber) c.85 round timber piles e.9 GluLam timbers FcE = 1378.581 e.8 (sawn lumber) c=.85 round timber piles e.9 GluLam timbers For 4x4 D.Fir Actual column length = l := 96 Buckling Factor K e := 1 K cE :_ .3 ( =.3 for visually graded) F := 1300 allowable compression parellel to grain d := 3.5 minimum column width l — = 27.429 (max = 50) d F allow Actual maximum compressive load on wood columns = For (3)2x6 Actual column length = l Buckling Factor K e := 1 K :_ .3 ( =.3 for visually graded) F c := 1300 allowable compression parallel to grain d := 4.5 minimum column width l — = 21.333 (max = 50) F allow : =F c ( F c 2-c 1 + f FcE ) 1 F c 2•c 2 ( F 2•c c FcE z FcE I+ F F 2-c c Equivalent Length = I e := K e •l c E := 1400000 c :_ .8 F allow = 496.809 psi ( 3.5.3.5) F allow = 6085.906 Equivalent Length = 1 e := K E := 1400000 c :_ .8 K F allow = 733.179 psi Actual maximum compressive load on wood columns = (4.5.5.5) 4F allow = 18146.183 c =.8 (sawn lumber) c =.85 round timber piles c =.9 GluLam timbers F eE = 558.268 c=.8 (sawn lumber) c=.85 round timber piles c=.9 GluLam timbers = 922.852 F cE 17017 — 102nd Ave. S.I_. Phone 9836 (3 Phone: : (360) 888 --3662 BROOKS DESIGN CLAUSEN RESIDENCE ADDITION REMODEL FILE 031111 1. aitaicaerare By T.W. 1 DATE 12/1/03 SHT ?Pt For 4x4 D.Fir Actual column length = l := 96 Buckling Factor K e := 1 K cE :_ .3 ( =.3 for visually graded) F := 1300 allowable compression parellel to grain d := 3.5 minimum column width l — = 27.429 (max = 50) d F allow Actual maximum compressive load on wood columns = For (3)2x6 Actual column length = l Buckling Factor K e := 1 K :_ .3 ( =.3 for visually graded) F c := 1300 allowable compression parallel to grain d := 4.5 minimum column width l — = 21.333 (max = 50) F allow : =F c ( F c 2-c 1 + f FcE ) 1 F c 2•c 2 ( F 2•c c FcE z FcE I+ F F 2-c c Equivalent Length = I e := K e •l c E := 1400000 c :_ .8 F allow = 496.809 psi ( 3.5.3.5) F allow = 6085.906 Equivalent Length = 1 e := K E := 1400000 c :_ .8 K F allow = 733.179 psi Actual maximum compressive load on wood columns = (4.5.5.5) 4F allow = 18146.183 c =.8 (sawn lumber) c =.85 round timber piles c =.9 GluLam timbers F eE = 558.268 c=.8 (sawn lumber) c=.85 round timber piles c=.9 GluLam timbers = 922.852 F cE For (31 2x4 Actual column length = I c := 96 Buckling Factor K e := 1 K cE _ .3 ( =.3 for visually graded) F c := 1300 allowable compression parellel to grain d := 3.5 minimum column width I e d = 27.429 (max = 50) • F anew =Fc For TS 21/2 x 21/2 x 1/4 F - 36 E := 29000 I + ( F 2•c ForKxL /R <Cc: 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 688 -3882 (F cE 2 FcE F c F 2•c c From AISC, for steel column: I 2.x 2 •E C e ^JI F F :_ (E-1 1 2 r g 2•Cc2 y r g 3 1 / (K ) 3 BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL Equivalent Length= l e := K c E := 1400000 c: =.8 F cE C c = 126.099 F allow = 496109 psi Actual maximum compressive load on wood columns = (4.5.3.5 )-F allow = 7824.737 F 12.101 ksi c =.8 (sawn lumber) c =.85 round timber piles e.9 GluLam timbers F = 558.268 ksi, yield strength for steel L : - 96 in., unbraced length of column ksi, Modulus of Elasticity for steel K := 1 A =2.09 rg: =.899 K_L =106.785 ( 5 c F = 12100.528 psi \3/ + 8•C 8.0 3 Allowable compressive load = F a1 000 • A x = 25290.103 lb FILE 031111 gy T.W. DATE 12/1/03 SKr 30 BROOKS DESIGN CLAUSEN RESIDENCE ADDITION /REMODEL FlLE 031111 By T.W. DATE 12/1/03 SEW 31 c POST SUMMARY 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 Post # Load 1 R AL = 8242.396 4x6 2 R EL = 5733.304 4x6 3 R GL = 4579.702 4x4 4 R BL = 129.643. 4x4 5 RBR +RAR+RC = 8964.724x6 6 R =605 4x4 7 R GR = 2668.601 4x4 8 RC +RD= 3883.884 4x4 9 (It L +RM). =4235 4x4 10 RL= 5142.5 4x4 11 R M = 3327.5 4x4 12 R = 1941.942 4x4 13 (R L + . R M ) = 4235 4x4 2 14 R ER + R EL = 10169.821 TS 2 1/2 x 2 1/2 x 1/4 (see detail) 15 R R = 605 4x4 16 R L = 5142.5 See steel frame detail 17 R L + R M = 8470 4x6 18 R M = 3327.5 Size See steel frame detail 0 SEE- L7. STAm- Foe SCEaL RZA -rie To SP.aN A egDONO Vv►N►Y3vA) T 1 l 0 4 I Y II 4 4 1 r i F F- 4 4 I 4 it Co SEE (7EWL i=o9 STEEL rai-fr Tt? SP,4n► .4eCON9 \MI4EZ'W �J 7 2 EL O O 2ND FLOOR FRA Tneria Rem Jotst5 Sww E moo ;IA Xi UNL ADlA.0 + T4 EACH 24 T Joist umost (8E442106 WI 10 I TWE ti � , OOQ R. ,JOtc1S !s tempi 12 2 point load from 'obove\ B tl gW v.46U- „ ABOVC t, 50(-ID Stirs. it (a) Ibd e R. "04. pon load fr om obove.-- .-c (14) 4 15) A j m9 13 i 4 1ST FLOOR FRAMI \G NE.W 3tx 1 1 LvL _Sots, 3 7 1 1 S "i O , 13 K r% - G IWSTA \.L 10 Lt LIE U{' 1A! (Tµ KUL_Ia• t12\Ai EE 1_0 41/4/ SECOND FLOOR PLAN sr� ES MO,JE %N AU_ Co4 As eEG'D To Llt4E OP WITH WALLS A eat! E 4t)t PI T I t-t f: As tisyM CAT t: D FOU \DATI0N/BASEMENT PLA\ S‘-.1 WALL . IA RAI w Rcr21 , 2 / I i' 4k H ti SEC-110N A-4 F4bt SHEAiz WALL IA a 1.4-P- FLO° a CD it) EASE 0 NE pu EASSI - IrO 2 r ISIGE 1 - 4 5 1 ar SRE t^-3AL1„. (IP MIS TO nfe: ,9 ■• 0 -2 r401 rjaS I ........_ , . T\, \ 1 , ' IP .. . _J . .., - 1 I_ 1 -J 40 1 . r :�:M lei,H , Isaiti lcsu , Ft 1 LY 17:71At - ti 1 f i ,9 ■• 0 -2 r401 rjaS S Fp t iCti-frit2 , i i , . i i I . FXA I 1 el Li i t y i _Ed F3 At i P MA 14 Ft-c'' .1 OiS - r SEC - r toN C- j FOS1 15 Zig 2 -ix t ht TO SEA NI A SEE Tit% L Haa E A.fr.6 ri_oas t R_ F4f-1 A dr SI-71 VJALk- ai 2. F11-5 At--- GAP END 'J 'l't" m cia cIcy<s.2 BEAM 6 ) oe.CM Re Lti:Li L 4 [x Z x 'ra E.A Slt)E S goo. Theo Rift w/ 6) - BOLT . / - n(P &3SSETS TO T IP � TS a4,Z at 1/4 , ( EA SIDE c-- TS a r. Y Z- t Y `I .e —J Tv eiff:A �.Fr�G Yy ( GUSSET CAP END) OF TS al "Jj h f& F _ A SIDE of % Stotr r' i i ft. Sw�o 's'ueu 17., ?it FKAPAE R ZTI tit & M(� (MM (9 Ho BEAM E C.OMTI 0005 Sl'i x 1LI L'JL d " Fo2HEA bp f? B t xSz x %$ SEANs F GONNEGTiON LETA-IL 10 Proiect: 0142isE✓ . ,ifs Type of Inspection: F Ab —Rim `L Address: 4 /4/02 S /4 Sr D_at Ca i j F( - in A Special Instructions: / Date Wanted: � Cri ./ Z 7 — / Q P.m. Requester: Phone No: o241 -0 Vg - /oZ y PERMIT NO. CITY OF TUKWILA BUILDING DIVISION &- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit ICJo(-652_ El Corrections required prior to approval. COMMENTS: \ G.,(i ec.F‘,L j ^1 Ijisp ector: Date: ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: J COMMENTS: Type of Inspection: lig // 1n/S- A r t/Vo2 s /G i sr Date Called: -e f e p ro uA-( <OA LA _T-c)JA 9M 14 Date W a.m. Requester: - € 6( '` kkr (,ec-/ <AD t'�� -`�- • eI I Ai I ripe, t, A Project: t1 L47 /S,%/ AZ'S Type of Inspection: lig // 1n/S- A r t/Vo2 s /G i sr Date Called: Special Instructions: Date W a.m. Requester: Phone No: a oG -zYB- /02'/ INSPECTION NO. INSPECTION RECORD Retain a copy with permit /) D 3 Z PERMIT NO. CITY OF TUKWILA BUILDING DIVISION «- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 ❑ Approved per applicable codes. Insprtor: 0 El Corrections required prior to approval. . at e: p //7 9 El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: 'Date: COMMENTS: Type of AM / 60 IA A k Q S-i /4P I /\ u el l cj .f� " (7 '-Ear '. ?Li\ I-44c ( Date Called: /i l Leo ,Q Co AAb 00'; 6( e 1 j3 a 4 Special Instructions: -f /t �d 6,4d 44, - rn ' n 1 t A� PA i Date Wanted: O Requester: Phone No: .,2 obi-248 to (OC -1/4.A))0 A-t1 &O 5vSKt*? O r 3) eA>i -1 t r, O11 r 7 5 , A P t/ h ��.�° ^ • Type of AM / U Address' 4/402 S /6 V's Date Called: Special Instructions: -f /t �d 6,4d 44, - rn ' n 1 t A� PA i Date Wanted: O Requester: Phone No: .,2 obi-248 -- /02 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMR NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 Approved per applicable codes. Inspecto aAw Corrections required prior to approval. Date: 7 , S�d� 0 $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. !Receipt No.: (Date: COMMENTS: Type of Inspection: 64/92/.✓ Add er ss: gvaz s /6 VC/ ■ Ar di- I 6 t re --q - a ce t - r1- -h .e7 iii c —ell I .- k c)/C.jl )Sw 3 A (-of/ e 1 , JL✓�� ` Requester: i Date Wanted: 7 /.s -o& Phone No: r p. 46 a yp, /02V `IS" /1/4-)3 C <c_1 . tM l L ' �t el) SFXr iJJ tu - & o Project: f '492,tS V A)rs. Type of Inspection: 64/92/.✓ Add er ss: gvaz s /6 VC/ Date Called: Special Instructions: ( M ` (I i ))) 1 V t C 1 , JL✓�� ` Requester: i Date Wanted: 7 /.s -o& Phone No: r p. 46 a yp, /02V INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. [] Correttions required prior to approval. (Date: r k--,.. � J n $60.00 REINSPECTION FEE REOUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No:: 'Date: 1 Project: /4,, Type of Ins tion: Got t41r* / /T Date Called: Address: /4 J ,7s C9�r Special Instructions: Date Wanted 3 ^_� c7tJ a.tn. �" Requester: Phone No: COMMENTS: /I Inspector: �� IDate: inspection, fee must be to sechedule reinspection. $58.00 REINSPECTION FEE R UIRED. Prior to paid at 6300 Southcenter Blvd., Suite 100. Call 'Receipt No.: (Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit (206) ' 31 -3670 Approved per applicable codes. Corrections required prior to approval. Project: /� to Type of Inspect n: %eA c // Address: �rr,,��rr11��i� �� ate Called: .- Specia�structiiSns: Date Wanted , 3 a.m. a.m. m. Requester: Phone No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -367 Approved per applicable codes. OCorrections required prior to approval. OMMENTS: tan II S /hi % /so n $58.0 REINSPECTION F REQUIRED. Prior to Inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. (Receipt No.: (Date: J COMMENTS: Type of Inspection 6t e - Yaa -/ebr✓ •''' a 'Q _.2...._ . en re /< rn-/ Ake Co/ 6' 0/ Al f • Date Called: Yf P . my--1 .9 C '✓rr , - a 7 • -q ow4J*t S W # /7 C/0 lire p /rite /•t/ ( a.ni • 9i E lro /z --5 2 {/r b /erok #W j A 1NS3s/.1'1/a'h/ /klspea77 - D 4. Tv . et4.5 7 //ilT} ( - Project: C£42 /SiM ,Q fS. Type of Inspection 6t /1$ryllALE, A y z s// t, y Date Called: Special Instructions: . - Date Wanted: . - a2 - O„ ( a.ni • Iran- Requester: Phone No: .•.' �."; INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. IR nsaectcr: pa 8:00 REINSPECTIO FE Q or to inspection, fee must be at 6300 Southcen er Blvd., Suite 100. Call to sechedule reinspection. itSt No.: INSPECTION RECORD Retain a copy with permit A4-1.16 / -eve / ERE UIR Pri Corrections required prior to approval. Date: - z a — b Date: Ai -6 Fa ect: Proj �y Type of In ti COMMENTS: 7) p A4 tj )se C • fG ` T Si ' Date Calle S 7 1 0, Special Instructions (�/ />� 1 0L/ !s) Date Wanted: / — t° -- b .Casa. p.m. Requester: Phone No: Approved per applicable codes. corrections required prior to approval. COMMENTS: 7) p J 4/ / d r7j�, -'d/ gin- , c 4 1 . 70 S 7 1 0, Z") c9,t,IT a- h� s i *e , O 4,1 u..Ul,107 /2c'P'/ t / % ` — „, ,. _ � • .. Inspector: e. ^ �Date: b- ri 558.00 INSPECT' l FEE REOUIRED. Prior to Inspection. fee must be INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERML NO (206)431 -367 paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 12 -01 -2009 DIANA CLAUSEN 4402 S 164 ST TUKWILA WA 98188 RE: Permit No. D06 -032 4402 S 164 ST TUKW Dear Permit Holder: Thank you for your cooperation in this matter. Sincerely, D ,, Bill Rambo Permit Technician xc: Permit File No. D06 -032 City of Tukwila Jim Haggerton, Mayor Department of Community Development 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 and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 -431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 01/31/2010 , your permit will become null and void and any further work on the project will require a new permit and associated fees. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 -431 -3665 07 -02 -2009 DIANA CLAUSEN 4402 S 164 ST TUKWILA WA 98188 RE: Permit No. D06 -032 4402 S 164 ST TUKW Dear Permit Holder: City of Tukwila Jim Haggerton, Mayor Department of Community Development 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 and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 -431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in wrltinr and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 08/04/2009 , 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, ;�� ^ D ',-� y7�1 U `-' Vim\ Bill Rambo Permit Technician xc: Permit File No. 1306 -032 6300 Southcenter Boulevard. Suite #100 • Tukwila. Washin¢ ton 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 January 12, 2009 Diana Clausen 4402 S 164 St Tukwila, WA 98188 RE: Request for Extension #5 Development Permit No. D06 -032 Mechanical Permit No. M06 -018 Clausen Residence — 4402 S 164 St Dear Ms. Clausen: This letter is in response to your written request for an additional extension to Permit Numbers D06 -032 and M06 -018. The Building Official has reviewed your letter and considered your request to extend the above referenced permit. hi Extension Letter #4 the Building Official had determined that no further extensions would be granted. Due to extenuating circumstances, he is granting an additional 30 days in order for you to call for an inspection. Therefore the expiration date of your permits is now February 11, 2009. Please note that per the Building Official this is to be the last extension grated on these permits regardless of the extenuating circumstances. In order to keep these permits active, you will need to plan ahead and call in an inspection for each permit prior to the above listed expiration date. My inspection completed will automatically extend the permit 180 days. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, File: fifer Marshall it Technician Permit No. D06 -032 Permit No. M06 -018 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director P:Wemit Center\ Extension Letters\Pemitc12006\D06 -032 & M06 -018 Permit Extension #5.doc jem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206-431-3665 From: My iMaccluckyandjinx@comcast.neb Subject: remodel Date: January 3, 200912:15:17 PM PST To: di&mikeclausen •luckyandjinx @comcast.neb # 2 Attachments, 183 KB To Whom it may concern: My name is Diana Clausen, and my husband Mike and I have been renovating our property at 4402 S. 164th St. for about four years now. In all that time, we have made significant, yet slow progress at getting our house back together after a catastrophic start, with a contractor who took us to the cleaners. In the last month, we have put our kitchen back together, after a tremendous amount of work. Our permits are set to expire for both the mechanical, and the building. While I will be taking care of some of the work myself, my husband is in charge of the more advanced renovations. He is a commercial fisherman, who works in Alaska, and spends a majority of the year out of state. When he is home, we try and do what we can, but the progress is slow. We have every intention of making this house fully functional, as we have sunk more into It = i : n we care to admit, both in monetary value, and most definitely in sweat equity. Please extend out permits number-' M06 -018 and 006-03 Sincerely, Diana Clausen I arcgAttil J4f;,0 5 7u0 PR R 9r of 4101 v21►► W' 12 -03 -2008 DIANA CLAUSEN 4402 S 164 ST TUKWILA WA 98188 RE: Permit No. D06 -032 4402S164ST Dear Permit Holder: 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 and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206- 431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 01/12/2009 , 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, xc: fer Marshall, t Technician Permit File No. 006 -032 Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206- 431 -3665 07 -15 -2008 DIANA CLAUSEN 4402 S 164 ST TUKWILA WA 98188 RE: Permit No. D06 -032 4402 S 164 ST TUKW Dear Permit Holder: 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 and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be In writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 08/04/2008 , your permit will become mill 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, xc: er Marshall, Technician Permit File No. 1)06 -032 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206- 431.3665 March 11, 2008 Diana Clausen 4402 S 164 St Tukwila, WA 98188 City of Tukwila RE: Request for Extension #4 Development Permit No. D06 -032 Mechanical Permit No. M06 -018 Clausen Residence —4402 S 164 St Dear Ms. Clausen: Department of Community Development Jack Pace, Director This letter is in response to your written request for an extension to Permit Nos. D06 -032 and M06 -018. The Building Official has reviewed your letter and considered your request to extend the above referenced permit. The City of Tukwila Building Division will be extending the expiration date of your permits for an additional 180 days (through August 4, 2008). Please note that per the Building Official this is to be the last extension grated on these permits. In order to keep these permits active, you will need to call in an inspection for each permit prior to the above listed expiration date. Any inspection completed will automatically extend the permit 180 days. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, File: fer Marshall it Technician Permit No. D06 -032 Permit No. M06 -018 P:Pennit Center\ Extension Letters \ Permits \2006006 -032 & M06-018 Pernik Extension #4.doc Page 1 of 1 Jest Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 - 431 -3665 I9 t CIT MAR 11 2 00 1L1 5 k/U.. W� 01/4/U- b Al GvM r c A Sv e 0nn. f - grAtm,mA4, WC- ANutnied . ��,, a - , a htt d j d , .cW- /fa ifetjAAA, v\in41- &v. Vueatim wvvve lw+t /L4I Minn, ate- t11 ^-'- C- tevo s4z, wt- o °W , S 'ZOOS t atetittha ovw01104 ..ePAnw19'1l .Z/VVIAkit Wl D G—D l $ O w c ' ANt4I - o�e•� . Ae,Lvt is (94L Altkr" -). -o & - age lOILt 6 ron;At (s D06 -03 -. — dc�2 newt Ww- gueQt, 14- v+". Attune i 0 _ plea N 12' I. H N 619 co) 17-1 &f-r DLI4cs 02 -12 -2008 DIANA CLAUSEN 4402 S 164 ST TUKWILA WA 98188 RE: Permit No. D06 -032 4402 S 164 ST TUKW Dear Permit Holder: 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 and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 -431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 03/12/2008, 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, xc: fer Marshall, it Technician Permit File No. D06 -032 City of Tukwila a Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206- 431 -3665 August 13, 2007 Diana Clausen 4402 S 164 St Tukwila, WA 98188 RE: Request for Extension #3 Development Permit No. D06 -032 Mechanical Permit No. M06 -018 Clausen Residence —4402 S 164 St Dear Ms. Clausen: This letter is in response to your written request for an extension to Permit Nos. D06 -032 and M06 -018. The Building Official has reviewed your letter and considered your request to extend the above referenced permit. The City of Tukwila Building Division will be extending the expiration date of your permits for an additional 180 days (through March 12, 2008). If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, Jars File: Permit No. D06 -032 Permit No. M06 -018 Department of Community Development Steve Lancaster, Director P:\Petnit CenterExtension Letters'Pemritst2006\D06-032 & M06018 Perot Extension M3.doe Page 1 of 1 Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 ` p ollAta Cwt 3, � o o � (- D 1�1�d O, fit, LHgEw c irvocru ► E Cw. co EZNOL ex soyvvt : la inns. C�� °8407 pi 4t rA,has Mob- OlV ow-g- DOG - 032 L{t{,0 2 5- (& � S t . � V to. 8vw t rig, - ti/re w) eivw .G ktt vh 4o ./1M1/IA'►^ q'Yt A{Afred F;ILIZQ )tkb Ata Ntra P Cl/4- Lan. C cis . Om, m' A4 v, a U M S )12,4 4,, 40 50. art- /ma- /wow? Skeire ti -C-kew A Dteva. 2 � ,u of co vei,,,; °wit it ciam,, k A ga, e el : &A 5 0s M 11;41 triAl 14rivk ott t an nom_ s olo /vuw`t to - wee. wikstrorAorNmi rvtif2e tito rryvvvek se9(41/1/40411. c YYQ- L kutAtib OSL 1r Wit I . Kytr+ lnxe wvgat -r►et zok, - m • [o•z4 07 -31 -2007 DIANA CLAUSEN 4402 S 164 ST TUKWILA WA 98188 RE: Permit No. D06 -032 4402 S 164 ST TUKW Dear Permit Holder: 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 and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests mast be In writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 09/21/2007 , 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, 2r Marshall, Permit Technician xc: Permit File No. D06 -032 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 - 431 - 3665 March 2, 2007 Diana Clausen 4402 S 164 St Tukwila, WA 98188 RE: Request for Extension #2 Development Permit Mechanical Permit N Clausen Residence — 4402 S 164 St Dear Ms. Clausen: This letter is in response to your written request for an extension to Permit Nos. D06 -032 and M06 -018. The Building Official has reviewed your letter and considered your request to extend the above referenced permit. The City of Tukwila Building Division will be extending the expiration date of your permits for an additional 180 days (through September 21, 2007). If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, Inn City of Tukwila Department of Community Development Steve Lancaster, Director File: Permit No. D06 -032 Pernit No. M06 -018 P:VeSfe,Extemion LeuenWemdn120061D06 .032 & M06-018 Pmril Extension 82.doe Page I of t Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 - 431 -3665 OWL Jr (C 200 3" prCEIVED Eve 612511 - GA- MIA lan- r)..em A o6 - 0 3a) 9(4 ova_ al 8v` ` Cbstvlc o if is 11/44-€ iva,tv far cvV4 t/rva ^> vet • 01,? r onntv Ds wt km. d a a as* AnApeytki od pv m* 4_ Qwk' &Mnn, 2vvgiaNt R izvcwv. qryt am, d ofr ` _ vv owvacQMto, iht 14 i3O v P Oo finv inwhTAAA-0 1Arra4o o.vtt / we_ .. ,rr2 - Ald. A m- en mitiv vt A-aN,/a aLryt, of c.. welrm:v3 w ,, ids 9vt4 b q ' Am' c W - L ?" (hat_ -FD )14;4-c pW bit'a 71- €41/2 -c caul, k sh< osmA8 (by gajer vz- zz- zet7 02 -02 -2007 DIANA CLAUSEN 4402 S 164 ST TUKWILA WA 98188 RE: Permit No. D06-032 4402 S 164 ST TUKW Dear Pe older: 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 and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in writinr and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 03/25/2007 , 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, xc: Permit File No. 006 -032 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster; Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206-431-3665 July 28, 2006 Diana Clausen 4402 S 164 St Tukwila, WA 98188 City of Tukwila RE: Request for Extension Development Permit No. D06 -032 Mechanical Permit No. M06 -018 Clausen Residence — 4402 S 164 St Dear Ms Clausen: Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director This letter is in response to your written request for an extension to Permit Nos. D06 -032 and M06 -018. The City of Tukwila Building Division will be extending the expiration date of your permits for an additional 180 days (through March 25, 2007). If you should have any questions, please contact our office at (206) 431 -3670. Sincerely arshall Permit ician Jtkal 4 File: Permit No. D06 -032 Permit No. M06 -018 P:VenniferExtension Ixeen\Pemtils\D06 -032 & M06-018 Permit Extension.doc Page 1 of 1 lem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 -431 -3665 ACTIVITY NUMBER: D06 -032 PROJECT NAME: CLAUSEN RESIDENCE SITE ADDRESS: 4402 S 164 ST DATE: 02 -01 -06 X Original Plan Submittal Response to Incomplete Letter #_ Response to Correction Letter # Revision # After Permit Issued DE ARTMENTS: C LAT& Baig Division 'ERMIT COORD COPY `•. PLAN REVIEW /ROUTING SLIP 511 AUG 2 2 oto� Fire Prevention Public Works U Structural fl' M Ma 1- DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete 11 Incomplete ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required ❑ No further Review Required DATE: Documents/routing slip.doc 2.28-02 REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: OM t t-D Planning Division Y Permit Coordinator n DUE DATE: 02 -02-06 Not Applicable DUE DATE: 03-02-06 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 STATE OF WASHINGTON) ) ss. COUNTY OF KING AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION DI ANA 0.1,A1)SRI [please print] PERMIT NO.: 170(1 — 0 states as follows: Mai DES 1. I have made application for a building 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 building 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 building permit to be exempt under No. LL, , and will therefore not be performed by a registered contractor. 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. \applicationA8 -2004 affidavit in lieu of contractor registration APPLICANT Signed and sworn to before jne this l ( 7 day of a . a . e.a.. NOTARY PUBLIC in and for a State of Washington, Residing at Kin3 Name as commissioned: My commission expires: Permit Center /Building Division: 206 -431 -3670 Public Works Department: 206 -433 -0179 Planning Division: 206 -431 -3670 Alice A L1eac y 6 -16 -08 20 0 County. 18.27.090 Exemptions. This chapter shall not apply to: 1. 2. 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; 3. Officers of the court when they are acting within the scope of their office; 4. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 5. 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; 6. The sale or installation of any finished products, materials, or articles of merchandise which are not actually fabricated into and do not become a permanent fixed part of the structure; 7. Any construction, alteration, improvement or repair of personal property, except this chapter shall apply to all mobile, manufactured housing. A mobile/manufactured home may be installed, set up, or repaired by the registered or legal owner, by a contractor licensed under this chapter, or by a mobile/manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW; 8. 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; 9. 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; 10. My work or operation on one undertaking or project by one or more contractors, the aggregate contract price of which for labor and materials and all other items is less than $500.00, such work, or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in all 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 \applications\g -2004 affidavit in lieu of contractor registration contracts of amounts less than $500.00 for the purpose of the 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 is a contractor, or that he is qualified to engage in the business of contractor; 11. 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 then any of the above work is performed by a registered contractor; 12. An owner who contracts for a project with a registered owner; Any person working on his own property, whether occupied by him or not, and any person working on his residence, whether owned by him or not but his exemption shall not apply to any person otherwise covered by this chapter who constructs an improvement on his own property with the intention and for the purpose of selling the improved property; 14. Owners of commercial properties who use their own employees to do maintenance, repair, and alteration work in or upon their own properties; 15. A licensed architect or civil or professional engineer acting solely in his professional capacity, an electrician licensed under the laws of the state of Washington, or a plumber licensed under the laws 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 licensee is operating within the scope of his license; 16. Any person who engages in the activities herein regulated as an employee of a . registered contractor with wages as his sole compensation; 17. Contractors on highway `projects who have been prequalified as' required by,chapter 13 of the Laws of 1961, RCW 47.28.070 with' the department of transportation to " perform highway construction, reconstruction, 'or hlalntenancework. L 2x4 RAFTERS O 24' OC (LOWER ROOF) 4x0 SIMPSON NU48 SKEW45 HANGER 06 COLUMN III t Of -am dm rtld an eaVW ttx° VbWm of any aoogw � o1, � 111111111011111111 Of apPWW Reid Co end cond*M is adCn miop - - meow COLUMN HU4a SKEW45 HANGER 44 COLUMN City of Tyk,wa REVISED SOUTH ELEVATION l c / SEPARATE PERIL rT REQUIRED FOR: Mechanical �f Electrical Plumbing Gas Piping City Of Tukwi,Ia BUILDING DIVISION ADD SIMPSON LSU26 O RIDGE TO EACH - -� REVISED ROOF FRAMING PLAN __,� ---:.� SCALE 1/93" IwIII11IILII- !;I'lgIi11111II1!II I Inch 1/18 . SIM1872" ZiIt+ ~b ' IIllIIIIIIIIIIIIIIIIIIIIIIIIIIIJJ. I111IlllIIIIIII .IIIIIIIIIII.I.LI�IIII I`, r.•rrn� p E COMP IA CE 6800 i' 1or-f) fEB '= 7 2006 Tukwila rnir. MIT5' REVISED WEST ELEVATION SCALE - 1/16" = 1' - 0" No Ch onages shall be made to L,c s -fin of mo> c etvithmd p7ior opprovci cs Tukwila Building Divisica. NOTE, Revisions will require a nevi plan submit i and may Include addrdonai plan revievi fecas, CITY OF TUKWIL A FEB 012006 PERMIT CENTEh 113_. I w U, f ., o W J QW Jq IIIIIIIIIIIIIIIfIIIIIIIIIIIIIIIIIIIIII £ Z .iI ' -fl32 fit AUGLIS f 12, 2004 f.ITY OF TII IKWN 4 PERMIT CLNTN: o,A1 F w U, W ., o W J QW ~ o W ZN Co Co o a L1J � ;° C a � W _ Q CL 0 Q ,, --IJ, 0 CL U N 3 a F- fit AUGLIS f 12, 2004 f.ITY OF TII IKWN 4 PERMIT CLNTN: o,A1 F I r 0. , GENERAL 'NOTES NI WORK SHALL CONFORM TO THE 1997 UBC, THE KING COUNTY BUILDING CODE, AND ALL JURISDICTIONAL RULES AND REGULATIONS. CONSITIUGf10N DRAWINGS AR E DIAGRAMMATIC AND DO NOT PURPORT TO SNOW AI I OETNL ANO rON01IlON5 OF CONSTRUCTION, VERIFY AIL DIMENSIONS. DATUMS, AND LEVELS PRIOR TO CONSTRUCTION. ALL DIMENSIONS ARE FACE OF SHEATHING OR FACE OF CONCRETE UNLESS OTHERWISE NOTED. i � •: +'✓•• CONTR CTOR SuAI l V^°'FY 1 FXISTI DIL 1 10! S AND CTU COMPONENTS µD SIVW. BE RESPONSIBLE FOR NOTIFYING THE DESIGNER OF ANY EXISTING CONDITIONS WHICH VARY FROM THOSE SHOWN. COMRArmp Ct1AI I B RESPONSIRLF FOR ALL REQUIRE SAFETY PRECAUTIONS AND 7HE METHODS, TECHNIQUES, SEQUENCES, OR PROCEDURES REWIRED TO PERFORM HIS WORK, W LOCATIONS SUBJECT A DOOR O HUMAN IMPACT SUCH AS PANE IN DOORS, FUZING WITHIN 12' OF A DOOR OPENING, GLAZING CLOSER THAN 18' TO A FLOOR, FUZING IN RAILING DOORS SYSTEMS, SHOWER DOORS AND TUO ENCLOSURE SHALL RE WIRE REINFORCE, TEMPERED OR LAMINATED SAFETY CLASS OR 5406 SHATTER RESISTANT PLASTIC PER UBC SEC. S{OB / 2400, THEE ROOF µD SHALL MBE OAF LAMINATE GLASS MINIMUM HAVING A MAIN. THICKNESPLANE OF 7/32' AND A 9,030 MIN. APPROVED INTERIAY PER UBC CHAPTER 34. PROVHIF k INSTAII SMOKE DETE TORO PER UBC SEC. 1210 (R). PROWOF FlR AND ORAF� BOPS PER UBC 2518 f) 708.3. FIRE BLOCKING AND DRAFT STOPPING SMALL RE INSTALLED TO CUT OFF ALL CONCEALED CRAFT OPENINGS (BOTH VERTICAL AND HORIZONTAL) AND SHALL FORM AN EFFECTIVE BARRIER BETWEEN FLOORS• BETWEEN ROOF µ0 1''TIC SPACES AND FLOOR AND CEILING ASSEMBUE. PROVID O An BO T OR AT H AT ALL (IERIOR 60ORS WITH A MIN. 1/2- THROW. DOORS MUST BE ABLE TO BE OPENED FOR EXITING WITHOUT KEY OR ;.. ANY SPECIAL KNOWLEDGE OR EFFORT. PROVIDE LOCKS FOR ALL WINDOWS WITHIN 10' OF EXTERIOR GRADE EVERY c FFPIN. RD OM SHALL HAVE AT LEAST ONE OPERABLE WINDOW WITH A NET CLEAR OPENING OF 5.7 SR THE OPENING HEIGHT SKILL BE 24- AND THE FINISHED FLOOR PER UBC SEC. 1204. PROVIDE Am . ACCE M, MINIMUM 22' X 30- HEADROOM AT UNOBSTRUCTED READILY ACCESSIBLE OPENING PER UBC SEC. 3205(A) / 1505.1. PROVIDE CR. SP -.EC, MINIMUM 18- X 24' UNOBSTRUCTED ACCESS PER UBC SEC. 2416(C)(2) / 2308 .3, PROWD ATTI . xrI ATION PER UBC SEC. 3205(C) / 1505.3. MINIMUM NET ARE SHALL BE NOT LESS THAN 1 SF. PER 150 SF. OF ATTIC AREA OR 1 SF. PER 300 SF. OF ATTIC AREA IF 1/2 IS AT LEAST 3- -0- ABOVE THE PLATE LINE VAPOR BARRIER SHALL BE ON WARM SIDE OF INSULATION. ffl ff .RA. SP - VFNTI e11pN PER UBC 2516(C (6):Y'MINIMUM NET AREA SHALL BE NO7 LESS THAN 1 S.F. PER 150 SF. OF U�DER FLOOR AREA OPENINGS SHALL BE PLACED AS CLOSE TO THE CORNERS AS PRACTICAL AND SHALL PROVIDE CROSS VENTILATION ON AT LEAST TWO APPROX. OPPOSITE SIDE. BWLDIN6S SIA�1 COMPLY DARN THE WASHINGTON RATE ENERGY LL NIGHT SET BACK 7HERHOSTAT 15 REQUIRED. SEAL CAULK ALL CRACKS TO PREVENT NR INFILTRATION. ALL GLAZING IN NING SHALL BE INSULATE CUSS INSULATE WALLS TO R -19 AND CEILINGS TO R -30 UNLESS OTHERWISE NOTED. PROVIDE 4 MIL POLYFTHY FNF VA OR MFR IN AW SPACE LAP JOINTS 12'. EXTEND BARPoER TO FOUNDATION WALL ul EXPOSED EXTERIOR METAL SHALL BE GALVANIZED. AEI. WOOD IN CONTACT WITH CONCRET SHALL 8E PRESSURE TREATED, PRESSURE TREATS WOOD SHALL ALSO BE USE FOR WOOD MEMBERS WHICH FORM THE STRUCTURAL SUPPORT OF BALCONIES, PORCHES, ETC. WHEN SUCH �. MEMBERS ARE EXPOSED NEITHER PER UBC SEC. 2516(c)(11). / 2308. 5 • SO E &U M E E WALKS, AND PATIO AWAY FROM THE BUILDING MNM 40 NS 1' -0'. Y DO NOT SIGNIFIC NTLY VIP" OR MODIFY THE WORK Sj OWN EXCEPT WITH WRITTEN INSTRUCTIONS FROM THE DESIGNER. ; ' REPORT ERRORS AND OMISSIONS TO THE DESIGNER IMMEDIATELY. 28' +/- 0 CO: REF BATH KITCHEN D p STUDY _ � — DINING L r N 1 M LMNG ENTRY DN to i in be a STRUCTURAL NOTES eri MATERW c, WORKWWSHIP. DESIGN. AND CONSTRUCt10N SHALL CONPOpM 70 THE DRAWINGS, SPECIFICATIONS, ANO THE UNIFORM BUILDING CODE (1997 EIDITION). •. CONTRACTOR S IL PROVIO up ARV BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL All FINAL CONNECTIONS HAVE BEEN COMPLETE IN ACCORDANCE WITH THE PLANS RN5M INnI J NERD AND Typl I nET I S OF CONSTRUCTION WHERE CONDITIONS ARE NOi SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USE. SUBJECT TO REVIEW AND APPROVAL BY THE DESIGNER AND THE STRUCTURAL ENGINEER. LOAD ROOF LIVE LOAD D 25 p.f FLOOR LIVE LOAD 40 WIND LOAD BO mph - EXPOSURE B ALLOWABLE SOIL BEARING PRESSURE 2000 p.f SEISMIC ZONE J , NI EOO71N •c w:O FO NDATIONS SHALL BE ON UNDISTURBED, FIRM, NATURAL SOIL OUR SOIL OF 2,000 PSF BEARING CAPACITY AY LEAST 18' BELOW THE LOWEST ADJACENT GRADE, AND FREE OF ORGANIC MATERAS. FOOTING AND FOUNDATION EXCAVATION SHALL BE FREE OF LOOSE SOILS, SLOUGHS, DEBRIS, AND FREE WATER AT ALL TIME. FOUNDATIONS SUPPORTING WOOD SHALT. EXTEND AT LEAST 8' ABOVE ADJACENT FINISHED GRADE. FOUNDATION WAIL BACKFILL SK41 BE PLACE SIMULTANEOUSLY ON BOTH SIDE OF WALT.. PROVIDE 4- PERFORATED PIPE FOR SURFACE DRAINAGE EO NQiOg W ALL BE AS FOLLOWS UNLESS OTHERWISE NOTED: 1 -STO IS SHALL - 6' MIN. WIDE - 6'X12' FOOTING - 12' BELOW GRADE ,,. 2 -STORY - 6' MIN. WIDE - 7'X12' FOOTING - 16' BELOW GRADE ALt CONCRETE SHALL BE MIXED, PROPORTIONS, CONVEYED AND PLACED IN A ACCORDANCE WITH THE UBC AND ACI 301. F. - 3,000 AT 26 DAYS, MAX, SLUMP ��• 4 MAX. AGGREGATE 1 -1/2 -. ALL CONCRETE SHALL BE REINFORCE, REINFORCING STEEL SHALL BE COVERED AS FOLLOWS: CONCRETE CAST AGAINST EARTH - 3' CONC. EXPOSED TO EARTH, CAST IN FORMS: 2- (/e OR LARGER) 1 -1/2' (05 OR SMALLER) CONS. EXPOSE TO WEATHER OR EARTH: 4- µ AIR ENTRAINING AGENT, CONFORMING TO ASTM -C260 SHALL BE USED TO PROVIDE RNPoMNMENT OF APPROX. SX. Ni AIaSk!(Iy R�L SHALL BE ASTM A -307, 1/2' DIAMETER, EMBEDDED IN A MIN. OF 7' INTO CONCRETE WITH A HOOK, AND SPACED PER WALL FRAMING NOTES. NI REINFORCIN. n FI UNLESS OTHERWISE NOTED, SHALL BE DEFORMED BILI.ET STEEL, CONFORMING TO ASTM A -815, GRADE 40, Fy - 40,000 PSI, OF THE SIZE SHOWN ON DRAWINGS. REINFORCING SHALL. BE CONTINUOUS, STAGGER ALL SPLICES. LAPS SHALL BE 27' MINIMUM. PROVIDE ELBOW BARS 70 LAP HORIZONTAL BAILS AT ALL CORNERS AND INTERSECTIONS. ALL STEEL SWILL BE ACCURATELY LOCATED IN THE FORMS AND SECURED, BEFORE AND DURING THE PLACING OF THE CONCRETE. BY FORM TIE ADEQUATE TO PREVENT DISPLACEMENT DURING CONSTRUCTION. AMIN • tLJMAF R SHALL BE GRADED AND MARKED IN CONFORMANCE WITH W.C.LB. STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 16, LATEST EDITION, FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOIST (INCLUDING 2X6 AND LARGER HEM -FIR NO. 2 OR BETTER. MIN. MEMBERS USE AS STUDS ANO BASIC DEIGN STRESS, Fb - 1,100 PLATE) PSI, Fv - 75 KIPS R D IN .rwe 4X MEMBER DOUGLAS FIR NO. 2 OR BETTER MIN. BASIC DEIGN STRESS, Fb - 1,250 PSI, Fv 95 KIPS SIX MEMBERS DOUGLAS FIR NO. 1 OR BETTER, MIN. BASIC DEIGN STRESS, Fb - 1200 PSI, Fv - 95 NIPS, POSTS AND TIMBERS: HEM -FIR N0:.2, MIN. BASIC DESIGN STRESS, Po - 675 PSI Sn105. PI ALES k uISC. DOUGLAS FIR OR HEM -FIR LIGHT FRAMING I STANDARD GRADE EXISTING FIRST FLOOR PLAN } SCALE - 1/8" = 1' - 0" J -28'+/- ATTIC ATTIC CLOSET II DN + BEDROO CLOSET J BEDROOM ATTIC IL _J ATTIC BEDROOM a ' CLOSET ATTIC LT___11 , EXISTING SECOND FLOOR.. PLAN SCALE - 118" = 1' - pII LOT AND BUILDING INFORMATION PREFARRI -- '"UF CTUR E. IN PLATE NCE ROOF TRUSSES SHALL BE DESIGNS BY THE MANUFACTURER IN ACCORDANCE WITH THE DESIGN SPECIFlOATIONS TYPI OOR c EATIIJUn. Ir -- —s- .. -.,., TkG COX PLYOOD INDEX 40/20, UNBLOCKS WITH 7HE FACE GNAJN PERPENDICULAR T011. E FRAAlINo SLOW. FOR METAL PLATE CONNECTED WOOD TRUSSES, TPI - 78 BY THE TRUSS PLATE STAGGER END JOINTS AND NAIL AT DW'HRAGM BOUNOARf, OVER EXTERIOR WALLS, INSTfWE FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS AND SHALL OVER SHEAR WALLS, ANO AT ALL SUPPORFE EDGES WffH ea O 8" O.C. USE 8d O CARRY MANUFACTURERS.STAMP. LOADING SWILL BE AS FOLLOWS: 1D' D.C. IN FIELD. TOP CORD LIVE. LOAD 25 PSF • PAR - I 10 N I R R 537860- 0600 -09 q e , TOP CORD DEAD LOAD 10 PSF TYPI 1r AI JNG < N nulr J BOTTOM CORD OEM LOAD 5 SF TOTAL. LOAD 4O PSF JOIST TO SILL OR GIRDER TO EXISTING SYSTEM." BRIDGING TO JOIST - TOE NAIL EACH END (2) wOnO-- ?HIT °..:.FS SHALL UTILIZE APPROVED CONNECTOR PLATES (CANGNNL OR "Id SOLE PULE 70 JOIST OR BLOCKING -FACE NAIL 16 O 16' O.C. EQUAL). SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS (COMPLETE TOP PLATE TO STUD - END NAIL (2) 18d ' • ,WITH STRESS 11 IAGRAAIS)) TO THE DESIGNER AND STRUCTURAL ENGINEER FOR STUD TO SOLE PLATE - TOE NAIL (4) ed ' REVIEW PRIOR TO FABRICATION. SUBMITTED DOCUMENTS SHALL BEAR THE STAMP µD SIGNATURE OF A REGISTERED PROFESSIONAL ENGINEER. STATE OF OR -END NAIL (2) :fed DOUBLE STUDS - FACE NAIL Fed O 24' O.C. WAS HINGTON• AND SHALL BE ON SITE FOR FRAMING INSPECTION. TRUSSES DOUBLE TOP PLATES - FACE NAIL led O 16' O.C. MAY NOT BE FI ELD ALTER S WITHOUT PRIOR BUILDING DEPARTMENT APPROVf1 OF ENGINEERING CALCULATIONS. TOP PLATES. LAPS, AND INTERSECTIONS - FACE NAIL (2) led .� CONT. HEADERS, 2 PIECE - ALONG EACH EDGE led O 12' O.C. TR Icc p SI I PROVIDE FOR SHAPED, BEARING POINTS INTERSECTION • CEIUNG JOINTS 70 PLATE - 70E NAIL (3) Bd RAFTER OR TRUSS TO PLATE - TOE NAIL .HIPS. VALLEYS, ETC„ SHOWN ON THE DRAWINGS. EI= COMPOSITION OF SPECIAL HIP, VALLEY, AND INTERSECTION AREAS (USE OF GIRDER TRUSSES (3) 8d BUILT UP CORNER SNOB 16d O 24' O.C. JACK TRUSSES, STEP -DAWN TRUSSES, SIC.) SHALL BE DETERMINED BY 7HE AANUFACTURFR BUILT UP GIRDERS AND BEMIS 16d O 12" O.C. SOLID BLOCKING TO SUPPORTS - TOE NAIL fed o 12. UNLESS SPECIFICALLY INDICATED ON THE PLANS. O.C. POST AND BEAM OR GIRDER PROVIDE 2" D.C. CONNECTIONS AII WOOD PL. a IN DIR CT ONT CT WITH ON -RETIE OR M45pN� SHALL. ( AGAINST UPLIFT AND LATERAL BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE, PROVIDE 2 DISPLACEMENT. LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER OR NERVASTROL BETWEEN UNTREATED LEDGERS, BLOCKING, ETC, AND CONCRETE AND SHEAR W IIe WHERE INDICATED ON THE PLANS: 1 /2' EX PLY, BLOCK AND MASONRY. NAIL WITH 8d Nµ5 O 4' O.C. AT EDGE AND 12' O.C. IN FIELD, BOLT SILL PLATE 1In EXISTING TO CONCRETE WITH 1/2- DIAMETER X 10- ANCHOR DOLTS O 32' O.C. NAIL Fi?AMING CI IPS .ner u.urrpc Aun nTUrR rOM "cCTIN DEW ES REFER TO CATALOG NUMBERS OF CONNECTORS MANUFACTURE BY THE SIMPSON BOTTOM PLATE TO FRAMING BELOW WITH led NAILS O 6' O.C. FASTEN DOUBLE TOP PLATE Tb JOIST OR BLOCKING µOVE WITH led TOENAILS O e- O.C. OR A34 StROJG -TIE COMPANY, SAN LEADRO, CAUR EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE I.C.B.O. CUPS O 24' O.C. APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. I PORCH �_ ENERGY NOTES WOOD FRAMING NOTES 2001N(2 WORK EDR10N), FOR RESIDENTIAL CONDITIOINEDOSPACES- PRESCRIPTIVE APPROACH THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: CLIMATE ZONE 1 - OPTION N- UNLIMITED GLAZING. CON5IRUCTS TO THE MINIIMUM STANDARDS OF THEEUNI SHALL BUILDING SHEET INDEX RECEIVED ' CODE MINIMUM NAILING, UNLESS OTHERWISE NOTED. SHALL CONFORM TO THE UNIFORM BUILDING CODE. COORDINATE THE 512E AND TABLE Z -OF LOCATION Al _SITE PUN BUILgNG INFORMATION / NOTES CITY OF TUKWILA A2 - FOUNDATION /BASEMENT PLAN DETAILS ALL OF ALL OPENINGS WADI MECHANICAL AND F NUTS OF AL DRAWINGS. PROVIDE WASHERS UNDER THE HEADS OF NUTS OF ALL DOLTS AND / / DEMOUTION PLAN A3 - MAIN FLOOR FRAMING PUN / DETAILS M MAIN FLOOR PLµ / UG SCREWS BEARING ON WOOD. - DETAILS AS - SECOND FLOOR FRAMING PUN , DETAILS FEB 01 2006 A6 - NEW SECOND FLOOR PLW OE7NLS W00n GRAUIN .; 'OOC10 NOT NOTED ROOF PUN /DETAILS BE 2% STUDS O 16' ALL INTERIOR STUD WALLS OTHERWISE PB - ELEVATIONSING SHALL BE 2X4 STUDS O 16" O.C. ONE 4X4 HEADER SHALL BE PROVIDED OVER A9 - STRUCTURAL SECTIONS ALL OPENINGS NOT OTHERWISE NOTED. ALIGN THE BOTTOM OF ALL HEADERS r. (�EAITCH AT ADJACENT DOORS AND WINDOWS. SOLID BLOCKING FOR WOOD COLUMNS I -LfUYL V LY I L. PERMIT SHALL BE PROVIDE THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE VICINITY MAP CONTINUOUS SOLID BLOCKING AT MID - HEIGHT OF ALL STUDS OVER 8' IN HEIGHT, i FL000. AND ROOF FRN!INGI PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS AND AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS t' •� RA T' OTHERWISE NOTE. PROVIDE BRIDGING 0 B' D.C. AND SOLID BLOCKING AT ALL ,. BEARING POINTS, COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH H ARCHITECTURAL AND MECHANICAL DRAWINGS. + ,.,- ...•..,'. 1E i P ' TOENAIL JOISTS TO S IPPORT3. ATTACHED TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON 'U- SERIES METAL JOIST HANGERS TO SUIT JOIST 2' _ �• hf nvk I 1l . • 'a'U ' SIZE. NAIL 2 AND 3 MEMBER BEAMS TOGETHER PER NAILING SCHEDULE. BOLT • S A �p " T . ALL BEAMS MADE UP OF FOUR OR MORE MEMBERS. • w 11 UI ATIRNn (UNLESS OTHERWISE NOTED): 1/Y O.S.S. ON J �•>i.. EXTERIOR EXTERIOR STILE, 1/2' GYPSUM WALLBOARD ON INTERIOR SIDE. BLOCK AND NAIL DARN Bd NAILS 1� j nc.• '•.'�Ti., t O 6' O.C. AT FIELD. BOLT SILL PLATE TO CONS. WITH 1/2' D0. X 10* ANCHOR BOE75 AT 48' T O.C. NAIL BOTTOM PULE TO FRAMING BELOW WITH led 16d NAILS O e' O.C. FASTEN DOUBLE TOP PUTS 70 JOIST OR BLOCKING ABOVE WITH led TOENAILS O B' O.C. OR M3 CUPS O 32' O.C. V •TIELCAI RODE SHEI7NIN0: 1/2' COX PLYWOOD INDEX 32/16, UNBLOCKED WITH (bB FACE GRAN PERPENDICULAR TO THE FRAMING BELOW, STAGGER END JOINTS TS 27 • II? •� AND NAIL AT OW'HRAGM BOUNDARY. OVER EXTERIOR WALLS, OVER SHEAR WALLS AND AT ALL SUPPORTED EDGE WITH Bd O 8. O.C. USE Bd 12" D.C. IN 4R K H HTS P6 ." `•` '. FIELD. PROVIDE APPROVED PLYWOOD EDGE CUPS O 15' O.C. AT UNBLOCKS — : R ;' ' R ROOF SHEATHING EDGE, OR BLOCK EDGE AND TOE NAIL WITH led O 12' O.C. .._ _. ATTIC BEDROOM a ' CLOSET ATTIC LT___11 , EXISTING SECOND FLOOR.. PLAN SCALE - 118" = 1' - pII LOT AND BUILDING INFORMATION • o"m MICHAEL S. CIWNNEN k DIANA M C • ADDRESS • BUILDING ARE6s X89 y� FMFM . 908 SOFT R uO Im 00 [yE.�TT'!�� V fall 4402 SOUTH 164th STREET 51 FLOOR quo sort 2ND FLOOR - 550 SOFT 2ND FLOOR - 209 5 - 4 7 R TUKWILA. WA 9810e TOTAL - 2372 SQFr • 70TAL - 209 • PAR - I 10 N I R R 537860- 0600 -09 • HEATING SYSTEM — NATURAL GAS FORCE NR .. • IFC-N_ DELLPTITIN • DRAINAGE - DISCHARGE FROM FOOTING DRAINS k DOWNSPOUTS FLOW TO EXISTING SYSTEM." Hq `IwHm 301 ��Tt1iW� �' y SCOPE OF WD ^K •E HEDGE 5' BSBL qtr 2nd LEVEL - REMODEL T21 EwSTWO BEDROOMS. REMODEL ((1 EXISTING OEE6OROOM TO CREATE A MASTER BATR AND CLOSET. OECRFASE PfTCH ON S 00'15'50" E -'112' v i ON BACK ROOF TO INCREASE HEAD HEIGHT. 301 • CLEARING A, CRLKNO HEDGE 5' BSBL TOTAL EXCAVATION - 0 cuyd ^� TOTAL UNUSABLE SURPLUS - O ayd TOTAL IMPORT - 0 cKvd TOTAL GRADED AREA - 0 .qH 1In EXISTING —T. CONC__RL1�` n • 70tlIN9 FRONT SET&cK - 20 R , • ,• n I PORCH �_ -- EXISTING 2- CRY SIOE SETBACK - 5 Il REAR SETBACK - 10 It I 1 1 33' w . MAX. HEITRO - 30 EL w • IMPERVIOUS COVEROF EXIJNG SAVE U E EXISjING WALL LINE 1 5 �1mNGriOE vut71 ' b, ut q �IQ i Zn e a RESIDENCE - 006 .qH K°f7 t CRETE 1 % 1 EX. I�TING STEPS, PATIOS, JY WALKS - 750 .Sit Z. ENjRY 'OI OU1•ERED PORCHES - EXIST, po,t, /SHE - 070 piI IO T (( V PAVE ADJACENT DRIVE . 420 .RtI (bB 1 m NI g TOTAL - 2729 .qfl STRUCTURE COVERAGE - t559 .qlt LOT SIZE - 0400 .qlt L_J 5 D.STM C1R VR a1 M/0 EXISTING SAVE LANE m ........................................................ ... ..L................. ...... r GAAAa. 01m2 N .. ......•.•.••_.•:' 1 XIMPERVIOUS COVERAGE - 7230 9.5' 27' }I .,, .....I ....... ...................... ........... ......,,�_•w..,,..,...� .............._.... X SIRN UCRE COVERAGE - 1511 4 32.025• • 0.35 - (190.125) - 32.625X (PER 18.10.057) _L4 IDU6Nl0 LINER [ Alm INDICATES ADDITION ON SECOND LEVEL 1� N 00'15'50" W - 112' SITE PLAN- S. 112' OF THE W. HALF LOT 34, BLOCK 5, McMICKEN HEIGHTS, KING COUNTY, WA SCALE _ I' - 20' ' I II I Ihl ^I I I I hhB) I 111 I I I � I I I I I I I I I I2I I L I.f LI3I X41 I� I'1• i• I l �1T) I l_5�11 i Il h� l 6 .;v r 014..,,`..'ti ...�.: '$ ' IIIIIII�lllllllll�lllllllll�lllllllll�illllllll�lllll L llll�llll�tlll�llllllll�lllllll1�lllllllll�lllllllll�lllllllll�lllllllll�fllllllllllllllllll�III .II c)(P low- 0032-M U W W 14 L- O W O W O ,z LU lIO 6 W :5 Go O '^ u> at V / 'I ,!5,"0: s�C4 N au DECEMBER 3, 20031 Al I of 9 FLOOR JOISTS SHEAR PANEL -SEE SCHEDULE FOR TYPE EXISTING MAIN FLOOR WALL PONY WALL CEDAR SIDING EXISTING CONCRETE SEo FOUNDATION ' t EXISTING SLAB OO EXISTING FOOTING DRAIN Y _ UNDISTURBED SOIL 1 FOUNDATION DETAIL AZ EXISTING SCALE - 3/4" = 1' - 0" �L COLUMN SCHEDULE f SHEAR WALL SCHEDULE MARK_ SIZE(in) MAT'L MARK MANUFACTURER MODEL CONNECTION TYPE' LOAD ALLOWED (lb) EXISTING ROOFKINCi DING CONSTRUCTION DESCRIPTION FOOTING SCHEDULE r EXISTING DORMER - - -- ------ - - - - -- MARKSIZLiin) THICK(in) REINFORCEMENT � I C2 4x6 DF /2 C3 T52.5x2.5x1/4 ® SIMPSON ( WOOD TO WOOD FI 24 x 24 12 , (4)#'4 EA WAY 1 3 4 BOLTS O (3) 16d O 5 "O.C. OR 24" O.C. W/ 2x2x3/16" ATTIC ATTIC ATTIC i !a Zp�F 6 F2 30 x 30 12 '(5)#4 EA WAY BEARING PLATES. USE 3x MEMBERS CLOSET I SIMPSON I WOOD TO WOOD COLUMN BASE SCHEDULE WH 001 � I N W I REMOVE DOOR COLUMN CAP SCHEDULE - SIMPSON ( MARK MANUFACTURER MODEL 5800 1®- 1/2" PLYWOOD W /lOd NAILS O 3 "O.C. MARK MANUF. MODEL DESCRIPTION BEDROOM SIMPSON BO NO BASE REQ'D -USE (2) SIMPSON TS22 BOLT TO CONCRETE -NAIL TO STUD . L $ - - - - - -- - - J Bt SIMPSON ABU44 �EEAACHH,ryyEpNQDy! 1 �GGAIVENIFIO-ABO�EV -- B2 SIMPSON ABU46 P1 SIMPSON SC46 POST CAP P2 CUSTOM - 3/16" STEEL POST CAP W/ (2 1 THROUGH BOLTS ® ® SIMPSON SIMPSON C- BOLT TO CONCRETE -NAIL TO STUD BOLT TO CONCRETE -NAIL TO STUD B3 CUSTOM- 3/8"x5.5x5.5" PLATE w/(2)3 /BWLAGS 1®- REMOVE DOORS SEE 11 /A6 FOR DETAIL --INSTALL PER MANUFACTURER-- SEE 10 /A5 FOR DETAIL 3 O.C. x2 5 1 SOLAR G 0 32' O.C. ,. W/ 2x2x3/16" BEARING PLATES. --INSTALL PER MANUFACTURER— INSTALL PER MANUFACTURER'- _ CLOSET CLOSET BEDROOM ATTIC ATTIC DENOTES WALLS TO BE REMOVED — SUPPORT EXISTING STRUCTURE DURING DEMOLITION. • SEE FLOOR PLANS FOR HEADER SIZES. • DEMO MAY HAVE TO BE TIMED TO COINCIDE W/ SPECIFIC CONSTRUCTION TASKS. SECOND FLOOR DEMOLITION PLAN SCALE - 1/8" = 1' - 0" C FLOOR JOISTS SHEAR PANEL -SEE SCHEDULE FOR TYPE EXISTING MAIN FLOOR WALL PONY WALL CEDAR SIDING EXISTING CONCRETE SEo FOUNDATION ' t EXISTING SLAB OO EXISTING FOOTING DRAIN Y _ UNDISTURBED SOIL 1 FOUNDATION DETAIL AZ EXISTING SCALE - 3/4" = 1' - 0" �L COLUMN SCHEDULE HOLD DOWN SCHEDULE SHEAR WALL SCHEDULE MARK_ SIZE(in) MAT'L MARK MANUFACTURER MODEL CONNECTION TYPE' LOAD ALLOWED (lb) MARK CONSTRUCTION DESCRIPTION C1 4x4 DFM2 - Z u 51f SIMPSON MST27 WOOD TO WOOD 2760 � 1/2" PLYWOOD W /10d NAILS O 2 "O.C. C2 4x6 DF /2 C3 T52.5x2.5x1/4 ® SIMPSON MST37 WOOD TO WOOD 3815 1 3 4 BOLTS O (3) 16d O 5 "O.C. OR 24" O.C. W/ 2x2x3/16" STEEL I Z !a Zp�F 6 BEARING PLATES. USE 3x MEMBERS I UP SIMPSON MST48 WOOD TO WOOD 4460 WH 001 � I N W I O ADJOINING PANEL EDGES. COLUMN CAP SCHEDULE © SIMPSON MST60 WOOD TO WOOD 5800 1®- 1/2" PLYWOOD W /lOd NAILS O 3 "O.C. MARK MANUF. MODEL DESCRIPTION ® SIMPSON LTT131 BOLT TO CONCRETE -NAIL TO STUD 2185 7" min. TY�PCN0 AN�BAGE: (2) 16d O 5-O.C. OR 5/8 BOLTS O 24 O.C. W/ 2x2x3/16" PO NO CAP REQ'D - USE (2)SIMPSON TS22 �EEAACHH,ryyEpNQDy! 1 �GGAIVENIFIO-ABO�EV BEARING PLATES. USE 3x MEMBERS P1 SIMPSON SC46 POST CAP P2 CUSTOM - 3/16" STEEL POST CAP W/ (2 1 THROUGH BOLTS ® ® SIMPSON SIMPSON HTT16 HTT22 BOLT TO CONCRETE -NAIL TO STUD BOLT TO CONCRETE -NAIL TO STUD 3480 5250 1®- O ADJOINING PANEL EDGES. 1/2" PLYWOOD W /10d NAILS O 6' O.C. (2) O 10" SEE 11 /A6 FOR DETAIL --INSTALL PER MANUFACTURER-- 3 O.C. x2 5 1 SOLAR G 0 32' O.C. ,. W/ 2x2x3/16" BEARING PLATES. --INSTALL PER MANUFACTURER— m I iV 0 � �W� 1� 118311,11 W OND ST U. ABOVE LAUNDRY CHUTE A WALL hBOE lel, EXISTING SLAB F1 Ca IGN WITH CL li'I STO RAGE In EXIST. FOOTING - 7" min. TYP (2) FI EXISTING MASONRY f k CONCRETE DENOTES EXISTING CONCRETE FOUNDATION CONSTRUCTION ® DENOTES NEW CONCRETE FOUNDATION CONSTRUCTION I?� DENOTES EXISTING 2x4 FRAMED WALL CONSTRUCTION DENOTES NEW 2x4 FRAMED WALL CONSTRUCTION 14'f V[— D00R. g��y _AU.GLI�ENING v A80V� =i I - Z u 51f • Fi EXISTING SLAB _ — A�LGN�N�PEN�ING ABOVE ^^ ' - �a I ��.VIEW pAN�� STO RAG E _ I I COMp`' 1 GU H�PENING A DV ppoo 7 vr.- I Z !a Zp�F 6 I UP GN W/ DOOR x . Bt R.O. ABOVE N C WH 001 � I N W I Cj — _�pL��41RIDGJE AB ABOVE ", WALL ET0VE }+� ''� 1 ` 'W' gp�� 1_ ADD JOIST OV R L EPDXY NEW HORIZONTAL FOOTING REINFORCEMENT INTO I EXIST. FOOTING - EMBED N 7" min. TY�PCN0 Pi �EEAACHH,ryyEpNQDy! 1 �GGAIVENIFIO-ABO�EV (FOUNDATION STORAGE EXISTING SLAB EXISTING SLAB I I' EXISTING ENTRY FOUNDATION ABOVE L— = - - --1 FOUNDATION / BASEMENT FLOOR PLAN IIIIIIILIIILIII IIIL�IIIIIIIiII III�(I�Ia►I►' 3rIII�IID(FFII 11�i1�)11r�1151h��h��h� 6 1 2I I.. I(1Gh 'n ' K'� I •� ..`�1l�Vl 1 ® $ �I r.l L § 13 ;f�ji�p! rXj�t� 3p 7 T 4Am- ! °4" ^'fern R' .+'�.- �'t4LYfJ•r K"a, ut s: .� 5, t .... Slnceie '• _✓ ' . tiba f. ai 1^ v n- NO . ' IIIIIII�IIIIIIIII�IIIIIIIII�IIIIIIIII�I. IIIIIIII�IIIIIIIII�II. II. �. IIII�IIIIII1111111111111�IIIIIIIII�IIIIIIIII�IIIIIIIII�IIIIIIIII�fllllllllllllllllll�III .II IG WALL p RECEIVED CITY OF TUKWILA FEB 012006 PERMIT CENTEh NORTH 0' 5' SCALE - 1/4" = V- 0" W V z W w 1L V / _J J W W LU W cc r z V' to o cd W $ al co z � ~ 3 o = o 5 N Q V 4 1 tio R x g " DECEMBER 3, 20031 A 2 of 9 I r 2x4 INTERIOR WALL NEW STRIP FOOTING Fc > 2500 psi UNDISTURBED SOIL FOUNDATION DETAIL EXISTING FLOOR JOIST 48 BEAM EXISTING FLOOR JOIST DETAIL. BEAM /POST INTERACTION ® MAIN FLOOR FRAMING COLUMN BASE SCHEDULE COLUMN SCHEDULE • HOLD DOWN SCHEDULE I SHEAR WALL SCHEDULE MARK' MANUFACTURER MODEL MARK SIZE(In) MAT'L MARK MANUFACTURER MODEL _CONNECTION TYPE LOAD ALLOWED (Ib) MARK CONSTRUCTION DESCRIPTION — ANCHOR BOLT '80 NO BASE REO'D -USE (2) SIMPSON 7S22 C1 04 DF /2 ® SIMPSON MST27 WOOD TO WOOD 2760 : (I 1/2" PLYWOOD W /10d NAILS O 2 'O.C. — EXISTING SLAB B1 SIMPSON ABU44 C2 4x6 DF /2 ® SIMPSON MST37 WOOD TO WOOD 3815 (3) 18d D.C. YO.C. 2x 3 4 BOLTS O 24 C W/ 2x2x3/16' B2 SIMPSON ASU46 C3 TS2.5x2,5x1 4 STEEL / BEARING PLATES. USE 3x MEMBERS CUSTOM -3/8 "x5,5x5.5" PLATE w (2)3 /8x4 "LAGS ® SIMPSON MST48 WOOD TO WOOD 4460 O ADJOINING PANEL EDGES. ' SEE 10 /A5 FOR DETAIL COLUMN CAP SCHEDULE SIMPSON MST60 WOOD TO WOOD 5800 1®- 1/2" PLYWOOD W /10d NAILS O 3 "O.C. "O.C. .B3 INSTALL PER MANUFACTURER— ANCHORAGE: (2) 16d O 5 OR MARK MANUF, MODEL DESCRIPTION ® SIMPSON LTT131 BOLT TO CONCRETE -NAIL TO STUD 2185 5/8" BOLTS O 24" O.C. W/ 2x2x3/16" PO NO CAP REO'D - USE (2)SIMPSON TS22 ® SIMPSON HTT16 BOLT TO CONCRETE -NAIL TO STUD, 3480 BEARING PLATES. USE 3x MEMBERS O ADJOINING PANEL EDGES. P1 SIMPSON BC46 POST, CAP ® SIMPSON HTT22 ' BOLT TO CONCRETE-NAIL TO STUD 5250 1�- 1 2 PLYWOOD W /tOd NAILS O 6" �C.� (2) 16d O 10" — (2) 15 REBAR ' P2, CUSTOM - 3/16" STEEL POST CAP W/ BOLTS O.C. OR 5 8" BOLTS O 32" O.C. (2)1 T�ROUGH sE 11 /A6 FOR DETAIL ••INSTALL PER MANUFACTURER-- W/ 2x2x3/16" BEARING PLATES. **INSTALL PER MANUFACTURER— PSL BEAM FLUSH 1SIMPSON CONCEALED FLANGE HANGERS COLUMN WEST EXISTING 2x4 PARTITION 1x DECKING NEW FLUSH HEADER BEAM EXISTING FLOOR JOIST (typ). JOIST HANGER (lyp) 5/8" TYPE 'X' GWB L , DETAIL FLUSH HEADER BEAM . 3/4" = 1' - ® _L 1- U 6 J }OZ O N p M x t® 10 N W>�X� ^U 1, n W O >N v� D3 W 0 F I� Z ED STING SHADED LINE DENOTES WALL ABOVE rll RWELL BI POIC2 011 " SIMPSON HUS28 (TYP EA SIDE) PO — — — — — — - =8 F- 4 't— Ct ��OF C �, �ry ��qp 7x 9'25 PSL BEAM — — — �FR4M�GBODE L 3 — — — — — — PO Ai, GN i6/0 "-- 4x8HF29 Ct - - - - -- LAUNDRY CHUTE _ " SIMPSON HUSC48 m m — — — — — t ' — — — — — — — — PO — CC11— I -- — _ CHIMNEY Ri�$fO:CSlil2fi , Rte 1i.9%%i li .— -- .,,—SHADED LINE DENOTES WALL ABOVE - - I, m THIN LINES DENOTE WALL BELOW EXISTING ENTRY . m� g�VIEw�� CE MP OOD f-� 710 0 K O ;COLUMNS SHOWN ARE SUPPORTING THEWISEAMS SHOWN UNLESS N O T FIRST FLOOR FRAMING PLAN Iiili�rliiilrir , S x �v � F iilii_Itiiil!iI iiC i' T 5 I_rich 1118 ajT 2 K �y�,a v� ss ✓ ytx4'rY�1�,�j1rr dx Plat; " +" e I 0 >1 <.�s ...s '' S1NC018 7s Z L?t:fi•9.. :„ 9: b : E t' w0 1' n�. Liuliiu�nliflili�unli` ni�illillu 'i�ii'iiLLiil�Iliiliiu ��iiilii�i�iii►liii��ii4 [..ii1 �iiiiliiii�ii1'ili 1.1 RECEIVED CITY OF TUK VILA FEE 012006 PERMIT CENTEh NORTH •'I V LU W U- V) O W W O LL 1lJ O W Z� W � 00 o� o _ 3 o Q $ g Q _II N aU� DECEMBER 3, 2003 IA3 , Of -9 f b 3/4" T &G DECKING FIAT 2x PARTITION • HEADER BEAM FLOOR JOIST MANUFACTURER MODEL CONNECTION TYPE LOAD ALLOWED (Ib) JOIST HANGER 1/2" GWB 1/2" GWB ® NEW SOFFIT WALL DETAIL 1®— HEADER BEAM ® 2ND FLOOR WINDOW SEAT SCAt .CONTINUOUS RIDG EXISTING 2x RAFTER SIMPSON DETAIL RIDGE BEAM 5/8" C NEW 2x10 DX PLY street x11 -7/B LVL RIDGE SIDE OF CL O EAST END SDE OF CL O WEST END KID RAFTER IN LSSU210 ;WB 71 DETAIL �IL� [LOCK" VENTILATION BOARD UNIT �fL•f1E7�G HOLD DOWN SCHEDULE SHEAR WALL SCHEDULE NOTES MARK MANUFACTURER MODEL CONNECTION TYPE LOAD ALLOWED (Ib) MARK CONSTRUCTION DESCRIPTION -VERIFY ALL DIMENSIONS & CONDITIONS. ® SIMPSON MST27 WOOD TO WOOD 2760, 1®— 1/2" PLYWOOD W /tOd NAILS O 2 "G.C. -ENSURE POSITIVE CONNECTIONS ® ALL BEAM TO POST CONDITIONS. . ®' SIMPSON MST37 WOOD TO WOOD 3815 3 4 BOLTS 1(1 24" 0 C. W/ 2x2x3/16" • ENSURE FULL SECTION BEARING TRANSFER TO FOUNDATION. SIMPSON MST48 WOOD TO WOOD 4460 BEARING PLATES. USE 3x MEMBERS O ADJOINING PANEL EDGES. • ALL WORK TO BE IN ACCORDANCE WITH THE 1997 UBC. SUAPSON MST60 WOOD TO WOOD 5800 1 W /10d NAILS O 3 "o.c. -ALL DIMENSIONS ARE TO ROUGH FRAMING. ® SIMPSON LTT131 BOLT TO CONCRETE —NAIL TO STUD 2185 �2PLYLWOOD (2) 16d .0 5"o.c. 2x 5 O 24" O.C. "O 2x2x3/18" -SEE PAGE A3 FOR DOOR & WINDOW SCHEDULE SIMPSON Hum BOLT TO CONCRETE —NAIL TO STUD 3480 B ATES. USE 3x MEMBERS O ADJOINING PANEL EDGES, DENOTES NEW FRAMED WALL CONSTRUCTION- —2X6 ® 16"OO EXTERIOR ® SIMPSON HTT22 BOLT TO CONCRETE —NAIL TO STUD 5250 1®— 1/2" PLYWOOD W /iOd NAILS O 6" —2X4 ® 16"OC INTERIOR d.c. (2) 16d ®10" O.C. OR 5 8 BOLTS O 32" O.C. UNLESS OTHERWISE NOTED **INSTALL PER MANUFACTURER-- W/ 2x2x3/16" BEARING PLATES. ® DENOTES EXISTING 2x4 FRAMED WALL CONSTRUCTION COLUMN SCHEDULE Aso DENOTES SMOKE DETECTOR. MARK SIZE(in) MAT'L Cl 4x4 DFd2 ' C2 46 DFd2 C3 TS2.5x2.5x1/4 STEEL -H n iV MNrSP0k_Y WALL ABOVE t0 Or I �.1 yy�� I RIDSIGN_ GE ABT6Vi E L – M A LAUNDRY CHUT OFFICE LIVING 9' -6" 28' 9' -5" 8' -11 "-------- m t— REF DN —SOFFIT ABOVE I' KITCHEN °� DN t r° Yu CD to C) I O. Cl ----Air? .1 -d. . I .. ^.".'..�. R.G. OV M Oci •SDQQg _ �L IS r �j/ C OE I -- 11DIU 015 cn ire 7 21;06 DINING To ioJ 1— 1— ENTRY m DN RECEIVED CITY OF TUKWILA FEB 012006 —9' 9' -6- PERMIT CENTEh — 28' NORTH MAIN FLOOR PLAN pvvvvu- SCALE - 1/4" = l'- r�.xi1 I 4,�{��4�` ,t ..• � > � � 6 i 'I ..a i r4/ov�+.9�y1 � ..;® '1,E'.•j,Sk {+..�L,.rtKl 'M�`N 3,15�°1,t �"fi.•'�s1'Tgii^y9„!A•!^; '��'TCtn«187s,. ,� .. I. ,rr ��tl��au ti+r+ .,.y, vp A�1 n Ai`"- }r" •�' ' ^ 46' tiL' E6 Z6'.. b4'; Ok nit "�r8 L 9' S ti E Z i ��I1► ��Ill�lllnll�l ►ilil�lliili�il�l11,61 r uj z. uj .0 ) O V..) J W I� IL 0 O tu LUz cd W 0,0,. 0 V) al 0 o Q U N ¢ � �yJ PH YvyK� A4 0 0 ,o NEW EXTERIOR 4 1/2• DETAIL CL WALL CL BEAM 1/2" 3/4' T&G LIGHT FRAMING WINDOW EXISTING CE S(:ALt - J /4•• = 1• - ERIOR WALL ) FLOOR BEAM JNG JOIST LSU24 DETAIL 2ND FLOOR BEAM SCALE - 3/4" T P ' I -3/8• STEEL PLATE 2' (typ) I (2) 3/8'x 4' LAG BOLTS TS 2.5x2.5- 1 I COLUMN i I ' I NEW SL BEAM 3/8" STEEL PLATE FRONT IN SERVICE SKETCH N.T.S. DETAIL -BASE B3 • COLUMN BASE PLATE 83 HOLD DOWN SCHEDULE MARK COLUMN SCHEDULE ) AODEL MARK SIZE(In) MAIL ® C1 04 DF #2 MST27 C2 4x6 DF#2 DING C3 TS2.5x2.5x1/4 STEEL SIMPSON COLUMN CAP SCHEDULE WOOD TO WOOD MARK MANUF. MODEL DESCRIPTION PLY PO NO CAP REO'D - USE (2)SIMPSON TS22 MST48 P1 SIMPSON B POST CAP 4480 //C46 P2 CUSTOM AP W/ RAFTER (2)1�2� T}IROUGH BOSS LEDGER W/ (3)16d 0 16.00 E 11 A6 FOR DETAIL ® --INSTALL PER MANUFACTURER-- S(:ALt - J /4•• = 1• - ERIOR WALL ) FLOOR BEAM JNG JOIST LSU24 DETAIL 2ND FLOOR BEAM SCALE - 3/4" T P ' I -3/8• STEEL PLATE 2' (typ) I (2) 3/8'x 4' LAG BOLTS TS 2.5x2.5- 1 I COLUMN i I ' I NEW SL BEAM 3/8" STEEL PLATE FRONT IN SERVICE SKETCH N.T.S. DETAIL -BASE B3 • COLUMN BASE PLATE 83 HOLD DOWN SCHEDULE MARK MANUFACTURER ) AODEL CONNECTON TYPE LOAD ALLOWED (Ib) ® SIMPSON MST27 WOOD TO WOOD 2760 ® SIMPSON MST37 WOOD TO WOOD 3815 ® SIMPSON MST48 WOOD TO WOOD 4480 1 SIMPSON MST60 WOOD TO WOOD 5800 ® SIMPSON LTT731 BOLT TO CONCRETE -NAIL TO STUD 2185 SIMPSON HTT18 BOLT TO CONCRETE -NAIL TO STUD 3480 ® SIMPSON HTT22 BOLT TO CONCRETE -NAIL TO STUD 5250 **INSTALL PER MANUFACTURER" NOTES • VERIFY ALL DIMENSIONS & CONDITIONS. • ENSURE POSITIVE CONNECTIONS 0 ALL POST /BEAM & BEAM /BEAM CONDITIONS )1/4 WITH PLATES FOR RWOOD/STEEL CONNECTIONS. • ENSURE FULL SECTION BEARING TRANSFER TO FOUNDATION. • ALL WORK TO BE IN ACCORDANCE WITH THE 1997 UBC. • INSTALL ALL HANGERS, BEAMS, AND JOISTS AS PER MANUFACTURERS INSTRUCTIONS. DENOTES SIMPSON U28R JOIST HANGER 0 LVL JOIST, SIMPSON 11198 0 2x8 FLOOR JOIST, OR SIMPSON LUS28 -2 0 DOUBLE 2x8 JOIST, UNLESS NOTED OTHERWISE (UNO). �Z O in cn 5! W m JVW _j 3 NUm NUm X00 -9 ra® xe x• to -CO r. to W CO 0� m"� P2 SIMPSON HGUS 5.5/14 PO �• pp (3)1.75x14'. CONTINUOUS LVL EAM C3 (3)1.75x14' CONTINUOUS LVL BEAM Cl NLr LOW WALL ND SST RY C2 i��SIMPSDN LUS48 (3)1.75x14 LVL HEADER WALL ABOVE DOUBLE x 0 SIMPSON LUS48 _ _ �CN�W 00��RR gp��y A _ 4x8 HF 2 8- �F ; 4x8 HF /2 BEAM CI ,, � l PENIN(f 1R01V LAUNDRY CHUTE — C LIGHT o - - - - -- FO ENC - - - - -- J O ou 00 0 r - R ��OOR C�,� -Ci ABOVE CL + IDG� pj —THIN LIWA�IJ- OBELOW — — -I� p�g�j- — — Cl RIA60VE €Xj — — — — — — - — -R.O. ABOVE- CHIMNEY ` v I I I H/DED CODE CO�pANC .I. S�UNJS DjNOTf WALL ABOVj I I I I I I 1 4 �II 1 1 1 1 1 1 II II 1 1 1 1 1 I 1 I . 7 70 I`IIIIIIIIIIIIIIIIIII I:.:I •I I I I I I I I I I I I I I I I I _` �'. I I I I I I I I I I I I I� I I I I I - -- • _- `•'�. Ivc�- �`��'��rr n I ^C�r•^ ROOF BELOW 1 m -- EXISTING 2x8 FLOOR JOISTS 0 16" OC�j COLUMNS SHOWN ARE SUPPORTING BEAMS SHOWN UNLESS NOTED OTHERWISE SECOND FLOOR FRAMING PLAN RECEIVED CITY OF TUKWILA FEB 012006 PERMIT CENTEh NORTH - 1/4" = 1' - 0" I U z uj W LL V/ 0 W J W 0� IL O LLI z co O W : C o o =og Q g N QVa� t • DECEMBER 3, 2003 I , Y � 7.313 "I.S. � *c- -� 12" M VdR 91,2• THROUGH BOLTS (TYP. EA. SIDE) or i•1 6 8" ' rn — - —(�- - - 1µ 4) 9/16" HOLES �CONT NUOSMfiFAM I OR 1 /2"BOLTS(1yP) i\ ---------------J--------------- I I \ 3 16 i i 9 lyp 4 SIDES i i i (3)1.75x14 LVL I I I I I I l i l I I I I I ITS 2.5z2.5z.25 I ( EXISTING CEILING LINE— - - - - -- - - - - -- I I I COLUMN �I I I (2) 1/2" BOLTS W/ NUT I i l l i l I I I I EXISTING INTERIOR WALL TS 2.5x2.5x.25 END SIDE COLUMN IN SERVICE SKETCH N.T.S. 11 DETAIL - CAP P23/16" FORMED STEEL ?- ZINC PRIMER Q i, A6 - COLUMN CAP P2 SCALE - _ Ivr 12 DETAIL = FRAME. `� A6 RIDGE LOAD TRANSFER FRAME HOLD DOWN SCHEDULE NOTES MARK MANUFACTURER MODEL CONNECTION TYPE LOAD ALLOWED (Ib) • VERIFY ALL DIMENSIONS do CONDITIONS. SIMPSON MST27 WOOD TO WOOD 2760 . ENSURE POSITIVE CONNECTIONS ® ALL BEAM TO POST CONDITIONS. ® SIMPSON MST37 WOOD TO WOOD 3815 •ENSURE FULL SECTION BEARING TRANSFER TO FOUNDATION. ® SIMPSON MST48 WOOD TO WOOD 4460 • ALL WORK TO BE IN ACCORDANCE WITH THE 1997 UBC. SIMPSON MST60 WOOD TO WOOD 5600. • ALL DIMENSIONS ARE TO ROUGH FRAMING. ® SIMPSON LTT131 BOLT TO CONCRETE -NAIL TO STUD 2185 • SEE PAGE A3 FOR DOOR do WINDOW SCHEDULE SIMPSON 1TTT16 BOLT TO CONCRETE -NAIL TO STUD 3480 DENOTES NEW FRAMED WALL CONSTRUCTION- 2x6 ® 16 "oc EXTERIOR ® SIMPSON HTT22 BOLT TO CONCRETE -NAIL TO STUD 5250 -2X4 ® 16 "Oc INTERIOR --INSTALL PER MANUFACTURER-- (UNLESS OTHERWISE NOTED) DENOTES EXISTING 2x4 FRAMED WALL CONSTRUCTION COLUMN CAP SCHEDULE SHEAR WALL SCHEDULE *SD DENOTES SMOKE DETECTOR. MARK MANUF. MODEL DESCRIPTION MARK CONSTRUCTION DESCRIPTION PO NO CAP REO'D - USE (2)SIMPSON TS22 1/2" PLYWOOD W /10d NAILS O 2'O.C. P1 SIMPSON BC46 POST CAP 33 /�4SOBOLTS 03)24' O C. W/ 2x2x3/18" P2 CUSTOM - 3/16' STEEL POST CAP W/ BEARING PLATES. USE 3x MEMBERS (2 1/2 THROUGH BOLTS O ADJOINING PANEL EDGES. �Ei 11 /A6 FOR DETAIL WINDOW SCHEDULE t®- 1/2" PLYWOOD W /tOd NAILS O 3'O,C. ANCHORAGE: (2) 164 O 5 "O.C. OR roT COLUMN SCHEDULE 5/8" BOLTS O 24 O.C. W/ 2x2x3/16" MK CITY RO SIZE WxH DESCRIPTION U BEARING PLATES. USE 3x MEMBERS MARK SIZE O 5 2 -3 x 3 -7 WINDOW - VINYL DOUBLE HUNG - Ar, LowE 0.40 40.3 SIZE(fn) MAT'L O ADJOINING PANEL EDGES. C1 t. 4x4 DF112 (ISO 1/2" PLYWOOD W /10d NAILS O 6" © 3 3 -10 x 4 -8 WINDOW - VINYL SINGLE HUNG - Ar, LowE 0.40 53.7 C2 4x6 DF#2 D.C. (2) 16d O 10' C3 TS2.5x2.5x1/4 STEEL O.C. OR 5 8 BO S O 32. O.C. © 2 1 -8 x 2 -4 WINDOW - VINYL CASEMENT- Ar, LoWE 0.40 7.78 W/ 240/16" BEARING PLATES. COLUMN BASE SCHEDULE Q 2 21.5" x 26" ' SKYLIGHT - VELUX VS101 - Ar, LowE 0.58 8.36 MANUFACTURER MODEL NO BASE REQ'D -USE (2) SIMPSON TS22 28't SIMPSON ABU44 SIMPSON ASU46 A A A A A CUSTOM -•3 8"x5.5.5" PLATE w (2)3/8x4 "LAGS 4' -5" '-6" 7' 6 7' -" 2' -6 41-1" SEE x5 10/A5 FOR DETALT' d mQ H iV CV WALL J �� I .._ .._. �^ E'a, T UB d N BENCH d 2' A Fn "� vi FLAT 2x WALL 31" E 110 t 12 12 (TYP. FA BENCH END) 5 GHT 22' SKYLIGHT -H o I OI O _ WTTH IWINDERSR oD I 1 BATH -I M D _ BEDROOM N EQt EQ +� 3.5" x 7.25" LVL HEADER 1 2i:z4' 36 "RAIL (t P) C2 PI FROMMABOVE �sL- BO D — ft 3 d 3 m 1 w 0 o o: 1 JI - J 17 m ° — 3'-3- . PO 2 -6x6- WELDED STEEL FRAME UNE UP w/ �Sw WELDED STE L FRAME TO TRANSFER RIDGE m CLOS q¢ q EO C ��' 9ELaw TO TRANSFE RIDGE LOA AROUND WINDOW 3 OAD AR UN W N OW x CHIMNEY BUILT -IN tSEE DETAIL 12/A6 M i m =2.a-a. `SEE DETAIL 2 %A6 � PNT i� I • L �LINE'iTYP)ILINC U w TER \ \;, ° BED OOM o I N I - I of iO 16'- 511/2" 5' -1a'* r EXIS71NO i EGRESS 1 ROOF BELOW 1 .. SCALE = 1" = V - 0" — 14't — B 28't NEW SECOND FLOOR PLAN }`•" ij1 -III 1Ir r�� III III �� 111 IhI rlIl I�I I► I 1I I. I 11 I I I 21 I 'D'( I , 31 I jI IITI IT lj,l lIT I.►l 5 11 18 Inch f$ _ . . If� `' •� t c�r bn va rtm -.x._^.p. ^�rr>s .. t t: � - } ,. ' sitIC61873'" „ ie L g .5, ./ 9 u�iinlnn�nnlun�linliul�unll. ililiii1�11iililii�lillLiili�uiliii11ll1ilun�iii111ill�lilllllll�lllllllll�l( Itlllil�flll�lill�lllIIIIII�IILII IED MP�I TINS of Yuk il- I, ,ai��4 . RECEIVED CITY OF TUKWILA FEB 012006 PERMIT CENTEh NORTH O' 5' SCALE - 1/4" = 1' - 0" V Z w W F-I LL O w cy- W O f Uj Z � FwvCo 0 =53 o a V) a V FA DECEMBER 3, 2003 I A6 of 9 o .5x3x3.5" PL POST BASE 3RACKET x 8.20 ALL 3.56" I.S. �-x� 2",' C SECTION A7 4x4 BOLTING BRACKET SCALE - 3" = 1' - 0" GUSSET WALL E SECTION A7 GUSSET ®LOWER CL COLUMN SCALE - 3" = 1' - 0" 6" BRACKET GUSSET 1# CHANNEL CKING 4ANNEL fSET CAP SSET U T.S. T.S. COLUMN DLES FOR " LAGS MATE G SECTION ° A7 VERTICAL SECTION ® FRAME CL SCALE - 3" = 1' - 0" WALL p SECTION A7 C6 GUSSETS SCALE 3 16 2.5x2.5xO.25 typ 4 SIDES TS COLUMN w 1/2" BASE ) 9/1 6' HOLES FOR PLATE �Lf-1�2 2) 1/2 x 4 LAGS RE WALL LINE 1' 1' 7" F SECTION A7 BASE PLATE ® LOWER CL COLUMN SCALE - 3" = 1' - 0" 1/4" PL. GUSSET C6 x 8.2/ CHANNEL 2.5x2.5xO.25 T.S. 2.5x2.5xO.25 T.S. 1/4 ' . PL. T.S. CAP 1/4' PL. GUSSET . C6 x 8.2f CHANNEL H SECTION A7 VERTICAL SECTION ®LEFT UPRIGHT CL SCALE - 3" = 1' - 0" I�I�I Iil lII I.I�' III'Iil ►II ILI III Inch 1116 FyTEMOTT .y1 .. SINCE 1871'. ' III. IIII�IIIIIIIII�IIIIIIIII�IIIIIIIII�TII�llllll�lllllllil�l .l.l.l COLUMN CAP SCHEDULE MARK MANUF. MODEL DESCRIPTION PO NO CAP REO'D —USE (2)SIMPSON TS22 P1 SIMPSON BC46 POST CAP P2 CUSTOM — 3/16" STEEL POST CAP W/ (2)1/ "THROUGH BOLTS sE 11 A6 FOR DETAIL COLUMN SCHEDULE MARK SIZE(In) MA7'L C1 4x4 DFM2 C2 48 DF0 LOOKOUT- - FASCIA- - 12" LOWER OH - 0 � 6" UPPER OH- O K z WELDED FRAME Ld BELOW n D D t�Y W I T j � T I I to I CHIMNEY I I I i 31 Gi Im S I A �II — J FASCIA I ROOF BELOW I 2x4 RAFTERS ®24" OC- LSU26 ®.RIDGE TO EACH RECEIVED CITY OF TUKWILA FEB LOOKOUT IX M I I I l_ Il 1 1 11 11P WELDED WELDED STEEL `� FRAME BELOW Iv8EL0�W t, ��s� � lie 012006 PERMIT CENTEr1 COLUMNS SHOWN ARE SUPPORTING BEAMS SHOWN. NORTH ROOF FRAMING PLAN ,'3 r 2 4<< I � r �y� irk IIiIIIIIiIIIiIITlilillilllll` IiIIIIIIIiIIIiIIIiIIIIIIiIIHillllllfllllllfll1 lll .Il ' NOTES • VERIFY ALL DIMENSIONS do CONDITIONS. • ENSURE POSITIVE CONNECTIONS ®ALL POST /BEAM dt BEAM /BEAM CONDITIONS WITH (2) .51MPSON TS22 FOR WOOD /WOOD, OR (2)1/4x3x12 FIELD WWELDED PLATES FOR WOOD STEEL CONNECTIONS. ' ENSURE FULL SECTION BEARING TRANSFER TO FOUNDATION. • ALL WORK TO BE IN ACCORDANCE WITH THE 1997 UBC. • INSTALL ALL HANGERS, BEAMS, AND JOISTS AS PER MANUFACTURERS INSTRUCTIONS. n DENOTES SIMPSON JOIST OR BEAM HANGER —REFER TO SPECIFIC LOCATION FOR MODEL NUMBER (UNO). 2x4 RAFTERS kID 24" OC (LOWER ROOF) 2x10 HF#1 RAFTERS ®24" OC WITH SIMPSON LSSU210 ®RIDGE END (UPPER ROOF) N S = FASCIA O s �— WALL LINE SCALE - 1/4" = 1' - LU LL W Z W Wo o W W O �z� dS � O W IT rn 0 V) ,�i t� 5 ��i:F DECEMBER 3, 2003 I A7 Of 2 C3 T TS2.5x2.5xi/4 STEEL 0 � 6" UPPER OH- O K z WELDED FRAME Ld BELOW n D D t�Y W I T j � T I I to I CHIMNEY I I I i 31 Gi Im S I A �II — J FASCIA I ROOF BELOW I 2x4 RAFTERS ®24" OC- LSU26 ®.RIDGE TO EACH RECEIVED CITY OF TUKWILA FEB LOOKOUT IX M I I I l_ Il 1 1 11 11P WELDED WELDED STEEL `� FRAME BELOW Iv8EL0�W t, ��s� � lie 012006 PERMIT CENTEr1 COLUMNS SHOWN ARE SUPPORTING BEAMS SHOWN. NORTH ROOF FRAMING PLAN ,'3 r 2 4<< I � r �y� irk IIiIIIIIiIIIiIITlilillilllll` IiIIIIIIIiIIIiIIIiIIIIIIiIIHillllllfllllllfll1 lll .Il ' NOTES • VERIFY ALL DIMENSIONS do CONDITIONS. • ENSURE POSITIVE CONNECTIONS ®ALL POST /BEAM dt BEAM /BEAM CONDITIONS WITH (2) .51MPSON TS22 FOR WOOD /WOOD, OR (2)1/4x3x12 FIELD WWELDED PLATES FOR WOOD STEEL CONNECTIONS. ' ENSURE FULL SECTION BEARING TRANSFER TO FOUNDATION. • ALL WORK TO BE IN ACCORDANCE WITH THE 1997 UBC. • INSTALL ALL HANGERS, BEAMS, AND JOISTS AS PER MANUFACTURERS INSTRUCTIONS. n DENOTES SIMPSON JOIST OR BEAM HANGER —REFER TO SPECIFIC LOCATION FOR MODEL NUMBER (UNO). 2x4 RAFTERS kID 24" OC (LOWER ROOF) 2x10 HF#1 RAFTERS ®24" OC WITH SIMPSON LSSU210 ®RIDGE END (UPPER ROOF) N S = FASCIA O s �— WALL LINE SCALE - 1/4" = 1' - LU LL W Z W Wo o W W O �z� dS � O W IT rn 0 V) ,�i t� 5 ��i:F DECEMBER 3, 2003 I A7 Of RIDGE VENT (typ) EXISTING MASONRY CHIMNEY ASPHALT SHINGLES TO MATCH SKYLIGHTS ------------ - - - - -- 3 +/12 88 1=1 MATCH TRIM A SIDING 8/12 ---------------- FBI ^a LJ . i 0- BACK GRADE EL- 0' -0" E• L- — — — — — — — — -I ----------------- M NORTH ELEVATION RIDGE VENT (typ ASPHALT SHINGLE! Y CHIMNEY FRONT GRADE EL- 1'f L— — — — — — — — — — ----------- - - - - -- m..:u. SOUTH ELEVATION RIDGE VENT EXISTING MASONRY CHIMNEY ASPHALT SHINGLES TO MATCH RIDGE VENT (typ) SKYLIGHT ----------- - - - - -- 12 12 8 12 8/12 Ell —�B �-- MATCH TRIM do SIDING 8/12 FROM GRADE EL= 1'f Z v C E M EAST ELEVATION ' SCALE - 1/8" = 1'- 0" o�fl 101 RIDGE VENT EXISTING MASONRY CHIMNEY MATCH SHINGLES �pUWE RIDGE VENT ------ - - - - -- SKYLIGHT (awl) - - - -- 3+ 12 12 12 [E-31 MATCH TRIM &SIDING — 8 18 8/12 KID 8/12Wl�� 1r1 �I1' REAR GRADE EL. '0-01:k ---------==— = - - - -- L — — — - — - — — --- RECEIVED CITY OF TUKWILA FEg 01 2006 PERMIT CENTEn WEST ELEVATION ,i3 °t l TIT117 �1��1� ] t ► 1 1 T' 6 G G � IpCh i 1118Lv iA v t t64 1 Qjg*E' ..^t .R' ".F k aq.SY. tni Gt^3Lf Xt4^.R"" .'�• ! "%�.L e h . • (. ;r,. ' s ._., inte1872t" : . c+ �W �'ct�`r }}• rtrs�.fli�`: ; �,n, i J W a O 9- . ; II��11�1�111�11��1► �Il�l��i► ��► l�►► �i��i�l��i��l�ll��i��a��I��I��f��i��l��i��l��i��► l► i' ii�iiiiliiii�fi��I��I�� .�I . � - -� CALE - 1/8" = 1'- 0" W U z w Wo LL V O J W W O o� IL O Lu z Do owIT00 o 3 E == N 5 a J N ¢U� f•, FA 1 DECEMBER 3, 2003 I As 4 of 9 ~ G I i i NEW ROOF /CEILING CONSTRUCTION ASPHALT SHINGLES 30# ROOFING FELT 5/8" CDX PLY 2x10 RAFTERS O 24 "oc R -38 INSULATION 4m1I VAPOR BARRIER 1/2" GWB . EXTENDED SECOND FLOOR CONSTRUCTION 3/4" T &G CDX PLYWOOD 1 3/4 x 7 1/4" LVL FLOOR JOISTS R -19 SOUND INSULATION EXISTING LATH & PLASTER CEILING STRUCTURAL SECTION g; aQ I ?,I OWN FOR STORAGE ■� .� ..I►a/�. �7/•`sSt&1 ( ICI ■ d� ASPHALT SHINGLES 15# ROOFING FELT SHEETING 2x RAFTERS ® 24 "OC INSULATION LATH & PLASTER 8/12 8 CLOSET 8/12 EXISTING FRAMED FLOOR CONSTRUCTION LIVIN 1 x DECKING 2x8 FLOOR JOISTS 0 16 "oc LATH & PLASTER (2ND FLOOR ONLY) ADD NEW JOIREG OVER SHEAR WA GRADE STO STRUCTURAL SECTION CEDAR SIDING TYVEK 3/4" CDX PLYWOOD 20 STUD ® 16 "OC R -21 INSULATION 4m11 VAPOR BARRIER 1/2" GWB CEDAR SIDING ROOFING FELT 1x SHEETING 2x4 STUDS ® 16 "OC INSULATION LATH & PLASTER i i. ABLE CONSTRUCTION r t• %LL CONSTRUCTION 0. SCALE - 1/4" = 1t - C mQ SKYLIGHT 12 NEW ROOF / CEILING CONSTRUCTION�wEp�� ASPHALT SHINGLES 7 30# ROOFING FELT A4 5/8" CDX PLY 2x10 RAFTERS 0 24 "oc R -38 INSULATION 1%2" GWil BARRIER R iIALL VENT A5 NEW EXTERIOR WALL CONSTRUCTION j�W11a - -- CCEE/DEAKR SIDING ;E VENT 1/2" CDX PLYWOOD y11M!�ti�� 2x6 STUD ® t r�U i 9 R -21 INSULATION AS 4mil VAPOR BARRIER KITCHEN 1/2" GWB, EXISTING EXTERIOR WALL CONSTRUCTION CEDAR SIDING ROOFING FELT — 1x SHEETING SE 2x4 STUDS ® 16 "OC INSULATION STORAGE } LATH & PLASTER GRADE RECEIVED " _ z CITY OF TUKWILA FEB 012006 m� PERMIT CENTEh 5- 0. 5- ili iii iii. I!i ilill�l ili IIi tII iii iii, !li i, i , lrl� SIT �I 711 I� ��t 1 Inch 1H8 >4 a' s r SS; z5j It 5 e t t xs �(`� li�Jl l 5Q s •.. ^r 6« r n« �s n*�� g t c i� �s ✓ Slnce1872 5L' tiL EL ZL I Lb'.;r 11111 11111 rn g wO ll�llll�llll�llllllllllllllllll1�l�� ►I Ili lilllllI�IIIIIIIII�fIlIlllll�lllllll�l�lll�l - 1/4" = 1' - 0" V z w w LL V/ O W J W O O LLI z� ctlw ji (j)� 0 G o DECEMBER 3, 2003 I A9 I Of 9