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HomeMy WebLinkAboutPermit D08-023 - COOPER DEVELOPMENT - LOT 2COOPER DEVELOPMENT LOT 2 3411 S 140 ST EXPIRED 08 -13 -10 D08 -023 Parcel No.: 1523049310 Address: 3411 S 140 ST TUKW Suite No: Tenant: Name: COOPER DEVELOPMENT - LOT 2 Address: 3411 S 140 ST , TUKWILA WA Owner: Name: Address: Phone: Contact Person: Name: GREG HANSEL Address: 16234 15TH AVE SW , BURIEN WA 98166 Phone: 206 - 227 -1472 Contractor: Name: HANSEL CONSTRUCTION INC. Address: 11037 19 AV SW , SEATTLE WA 98146 Phone: 206- 246 -5680 Contractor License No: HANSECI042BH doc: IBC -10/06 Cityalf Tukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila. DEVELOPMENT PERMIT Permit Number: D08 - 023 Issue Date: 05/19/2008 Permit Expires On: 11/15/2008 Value of Construction: $198,748.77 Fees Collected: $4,723.56 Type of Fire Protection: NONE International Building Code Edition: 2006 Type of Construction: VB Occupancy per IBC: 22 Expiration Date: 10/02/2008 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 1,933 SQUARE FOOT SINGLE FAMILY RESIDENCE, 390 SQ FT ATTACHED GARAGE AND 20 SQ FT COVERED DECK AREA. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE, DRIVEWAY ACCESS, AND UNDERGROUNDING OF POWER. WATER DIST. 125 & VALLEY VIEW SEWER DIST. * *continued on next page ** D08 -023 Printed: 05-19 -2008 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y City aill'Tukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Permit Number: D08 -023 Issue Date: 05/19/2008 Permit Expires On: 11/15/2008 Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 20 c.y. Fill 20 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: N Public: N Storm Drainage: Y Street Use: N Profit: N Non - Profit: N Water Main Extension: N Private: N Public: N Water Meter: N Permit Center Authorized Signature: Signature: Print Name: doc: IBC -10/06 a jt Date: S C( "I/ Y? I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit. `` %t, Date: .� ( q - C Q 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. D08 -023 Printed: 05-19 -2008 • City of Tukwila Parcel No.: 1523049310 Address: 3411 S 140 ST TUKW Suite No: Tenant: COOPER DEVELOPMENT - LOT 2 1: ** *BUILDING DEPARTMENT CONDITIONS * ** Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: htT://www.ci. tukwila. wa. us PERMIT CONDITIONS Permit Number: D08 -023 Status: ISSUED Applied Date: 01/11/2008 Issue Date: 05/19/2008 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: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 7: All wood to remain in placed concrete shall be treated wood. 8: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 9: Manufacturers installation instructions shall be available on the job site at the time of inspection. 10: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 11: 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. 12: 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. 13: 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. 14: 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. 15: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. doc: Cond -10/06 D08 -023 Printed: 05-19 -2008 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 17: 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. 18: ** *FIRE DEPARTMENT CONDITIONS * ** 19: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 20: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 503.1, 508.1) 21: Every building shall be accessible to Fire Department apparatus by way of access roadways with all- weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided width an approved turn- around area. Access shall be within 150' of all portions of the buildings. (City Ordinance #2047) 22: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 23: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. 24: Maximum grade for all projects is 15 %. 25: In combustible construction, fire blocking and draftstopping shall be installed to cut off all concealed draft openings (both vertical and horizontal). (IBC 717.1) (IBC 717.2.2(a,b) 26: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 27: An electrical permit from the City of Tukwila Building Department Permit Center (206- 431 -3670) is required for this project. 28: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 29: To schedule all construction fire - related inspections send an e -mail to fireinsprequest @ci.tukwila.wa.us. Include your name, telephone number, permit number, project name and address and type of inspection requested. 30: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 31: These plans were reviewed by Inspector 512. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 32: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 33: Contractor shall notify Public Works Project Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. doc: Cond -10/06 D08 -023 Printed: 05-19 -2008 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http://www.ci.tukwila.wa.us 34: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 35: Any material spilled onto any street shall be cleaned up immediately. * *continued on next page ** 36: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 37: The Land Altering Permit Fee is based upon an estimated 20 cubic yards of cut and 20 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 38: From October 1 through April 30, cover any slopes and stockpiles that are 3H: IV or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. doc: Cond -10/06 D08 -023 Printed: 05-19 -2008 • City of Tukwila Signature: 4L(,0 J Print Name: '. / U. C(' I 1 40141C-el doc: Cond -10/06 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 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. Date: 5 D08-023 Printed: 05-19 -2008 SITE LOCATION King Co Assessor's Tax No.: 1 52. 3o'4 131 O Site Address: �X S • � p S +. Suite Number: Floor: Tenant Name: N/A New Tenant: ❑ Yes ❑ ..No Property Owners Name: ���_,a ee St CS t LAC Mailing Address: - 70 13 i�Gt -6.4.5-3. S . PW16 302- S alai vu2 S k.,A- q ?Iq p City State Zip CONTACT PERSON - who do we contact when your permit is ready to be issued Name: Mailing Address: o 210 I3 E -Mail Address: COOtratr GENERAL CONTRACTOR INFORMATI (Contractor Information for Mechanical (pg 4) for Plum Company Name: C Mailing Address: /330(3 Contact Person: E -Mail Address: Company Name: Mailing Address: bh CITY OF TUKWIL DevelopmenTT66epartment Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.ci. tukwila. Iva. us Contractor Registration Number. 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 ** (1 WISv1 -cool Day Telephone: .2O9 - p S" -- 2-I Z I ,s . P'i'I6 30z_ Oficrikvs uT•A- rl 9 S' g and Gas Piping (pg 5)) E -Mail Address: Building Permo. P A OZ Mechanical Permit No. M,o 1 Plumbing /Gas Permit No. P (t --')1 Public Works Permit No. Project No. 1 (For office use only) City State �/ Zip Fax Number: 20 (a gip C1 L.L. C.-- S. Tine 3402 -- pies►lO - lfrt (, ) c 1 g"l9d City State Zip Day Telephone: 2a.o `g7 g Fax Number: 2-06 - 87 Expiration Date: 1 4 - 1 9 -09 ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record as c cue.- i i cG &Ji' a.0 �- e � n , �, • 102 5. 24o te- S+ . Ta carna- City Contact Person: Day Telephone: 256 -- 2-34 - 3110 Fax Number: WA- 9 /4z State Zip 2s3 -2 -31 t�3 ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name: A--t- k 5 i C} Ji , S ■ t 't Imo- C-- Mailing Address: 3T7 0Z ZZO-- pi . Se- p t eil-t,Il1C-k&) 1 s 4f 4 City State Zip am Contact Person: J- `-/ u5 .... Day Telephone: 2- S3 -33q - (990 E -Mail Address: d .v�►t-ha // �� 5 (( p«&`t0� 5 k Gv1 I oust, .L0WI. Fax Number: Q:\Applications \Forms- Applications On Linc\3 .2006 - Permit Applic in; 'n dot Revised: 9 -2006 Page 1 of 6 Site Address: Tenant Name: Property Owners Name: Mailing Address: Name: C. 7 r°ei /J�� (_ � C . Day Telephone: 6- 2 6 2- 7- / 7 72_ ..J p� Mailing Address: /, Z3 V /6 A to Ski r BLarlen , ri�/q 9876 6 6 City State Zip Fax Number: 20‘,— i /(., S ea E=Mail Address: Contact Person: E -Mail Address: CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.eLtukwila.wa.us 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** ha c5 ?CC s>r. // Company Name: gal sd f 111C_ , King Co Assessor's Tax No.: Suite Number: Floor: New Tenant: J .... Yes D ..No City State Zip Mailing Address: 1 t 2 3 tt Stc—) 1 L2 K/ ef (4) 4 5'81 City State Contact Person: �� ' _` � /4 SeJ E -Mail Address: !r \QJi1 Se- CC`Y1 S "t ( C / fit Contractor Registration Number: .A S�I /)'7 2/1H Zip Day Telephone: aC G-22 7— / et 72- 6 .- Fax Number: Expiration Date: Company Name: Mailing Address: City Day Telephone: Fax Number: State Zip INEERR OF All plans, a mped by Engine Company Name: Mailing Address: Contact Person: E -Mail Address: Q:\Applications\Forms- Applications On Line \3 -2006 - Permit Application.doc Revised: 9 -2006 bh City Day Telephone: Fax Number: State Zip Page 1 of 6 BUILDING PERMIT INFORM.ON - 206 - 431 -3670 Valuation of Project (contractor's bid price): $ /fi 000 n Existing Building Valuation: $ 5D 000 Scope of Work (please provide detailed information): bc,. -4 (OL ✓lam.. �S � Will there be new rack storage? ❑ Yes Ac . No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): 4°t - Floor area of principal dwelling: /I 33 Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: t"'{ Compact: Handicap: Will there be a change in use? ❑ Yes 171 No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm Q:\Applications \Forms- Applications On Line\3 -2006 - Permit Application doc Revised: 9 -2006 bh None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes • No If "yes', attach list of materials and storage locations on a separate 8 -1/2 "x II "paper including quantities and Material Saf ty Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1 Floor 92.5 2 "a Floor r ov i 3` Floor Floors Jthru Z 032 ✓ Basement Accessory Structure* . Attached Garage 39 0 Detached Garage Attached Carport ` ^ Detached Carport Deck a..of,"- Uncovered Deck BUILDING PERMIT INFORM.ON - 206 - 431 -3670 Valuation of Project (contractor's bid price): $ /fi 000 n Existing Building Valuation: $ 5D 000 Scope of Work (please provide detailed information): bc,. -4 (OL ✓lam.. �S � Will there be new rack storage? ❑ Yes Ac . No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): 4°t - Floor area of principal dwelling: /I 33 Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: t"'{ Compact: Handicap: Will there be a change in use? ❑ Yes 171 No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm Q:\Applications \Forms- Applications On Line\3 -2006 - Permit Application doc Revised: 9 -2006 bh None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes • No If "yes', attach list of materials and storage locations on a separate 8 -1/2 "x II "paper including quantities and Material Saf ty Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Page 2 of 6 PUBLIC WORKS PERMIT IN I MATION — 206 -433 -0179 S Scope of Work (please provide detailed information Water District ❑ .Tukwila '.Water Availability Provided 6 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Sewer District ❑ ...Tukwila }✓alVue ❑ .. Renton ❑ ...Sewer Use Certificate Sewer Availability Provided Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. S bmitted with Application (mark boxes which apply): Civil Plans (Maximum Paper Size — 22" x 34 ") ...Technical Information Report (Storm Drainage) 1/4...Bond ®.. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ .. Right -of -way Use — Potential Disturbance '.Construction/Excavation/Fill - Right -of -way Non Right -of -way `� Total Cut Z 0 cubic yards .Total Fill 'Lb cubic yards Fi ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ...Cap or Remove Utilities ❑ .. Curb Cut ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ ...Traffic Control ❑ .. Looped Fire Line ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ ...Permanent Water Meter Size..5J " WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ...Water Only Meter Size WO # ❑ ...Sewer Main Extension Public Private ❑ ...Water Main Extension Public Private FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer ❑ ...Sewa Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund /Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip Q.\Applications\Forms- Applications On LineU -2006 - Permit Application doc Revised 9 -2006 bh t,. r)eur k) a Ion` Call before you Dig: 1- 800 - 424 -5555 ...Water District #125 ❑ .. Highline ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ .Work in Flood Zone Storm Drainage ❑ .. Renton ❑ .. Seattle ❑...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Grease Interceptor ❑ .. Channelization Trench Excavation .. Utility Undergrounding ❑ ... Deduct Water Meter Size It Page 3 of 6 Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler /Compressor: Qty Furnace <100K BTU Air Handling Unit >10,000 CFM Fire Damper 0 -3 HP /100,000 BTU Furnace >100K BTU I 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 I Wood/Gas Stove l 30 -50 HP/I ,750,000 BTU Appliance Vent Hood and Duct ) Emergency Generator 50+ HP /1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System Incinerator - Domestic Other Mechanical Equipment Air Handling Unit <10,000 CFM Incinerator— Comm/Ind MECHANICAL PERMIT INFOIDATION - 206 - 431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name: f ` LI— � I q � Mailing Address: 71611 `� ' Y. S • -�0 a- Pats -�+ wi 1 %f / g G City �,e,� State Zip Contact Person: ZI9+"- on ` Day Telephone: O6v `f) - 7 IS a 11 oa.1 E -Mail Address: e.0@ 6) e {+ Ii ,c_6(4, Fax Number: 4 904 '7 O tt qe O Expiration Date: 4-/e7-0 9 Contractor Registration Number: C0C7 'ES _9q 3 Valuation of Mechanical work (contractor's bid price): $ �- Scope of Work (please provide detailed information): th.•,y - 110" . 0/ St - Use: Residential: New ... Replacement .... ❑ Commercial: New .... ❑ Replacement .... ❑ Fuel Type: Electric Gas.... ] Indicate type of mechanical work being installed and the quantity below: o \Applications \Fours -Appltcattons On LineU -2006 - Permit Application doe Revised 0 -2006 hh Other: Page 4of6 Fixture Type: Qty Fixture Type: Qty Fixture Type: Qty Fixture Type: Qty Bathtub or combination bath/shower Drinking fountain or water cooler (per head) Wash fountain Gas piping outlets 5 Bidet Food -waste grinder, commercial Receptor, indirect waste Clothes washer, domestic I Floor drain 1 Sinks 1 / Dental unit, cuspidor Shower, single head trap Urinals Dishwasher, domestic, with independent drain Lavatory Water Closet Building sewer or trailer park sewer Rain water system — per drain (inside building) Water heater and/or vent t Additional medical gas inlets/outlets — six or more Industrial waste pretreatment interceptor, including its trap and vent, except for kitchen type grease interceptors Repair or alteration of water piping and/or water treating equipment Repair or alteration of drainage or vent piping Medical gas piping system serving one to five inlets /outlets for specific gas PLUMBING AND GAS PIPING OZMIT INFORMATION - 206 -431 -0 PLUMBING AND GAS PIPING CONTRACTOR INFORMATION 40 S . 0 Are. Lwvr-a_ ut ( 4 0 Company Name: Mailing Address: Contact Person: 1ba.Ve. St ill 1,7 'A Day Telephone: 1S3 — Z E -Mail Address: Fax Number: Contractor Registration Number: ? I PE T I * q3(0 00 Expiration Date: I — 30 — 2-CO 9 Valuation of Plumbing work (contractor's bid price): $ Valuation of Gas Piping work (contractor's bid price): $ Scope of Work (please provide detailed information): Building Use (per Int'l Building Code): Occupancy (per Intl Building Code): Utility Purveyor: Water: �'as Sewer: 6)orio PL4, rte.,- µh-s k9..3- Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: Q:\Applications\Forms- Applications CM Line \l 2006 - Permit Application.doc Revised' 9 -2006 bh City State Zip va-e Page 5 of 6 PERMIT APPLICATION NOTE, Applicable to all permits in this app (cation Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit 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). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing 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 ED AGENT: Date: 1 ^10' Print Name: Day Telephone: 2O ZI Mailing Address: ?-71 O r5 `Pa U 0i c, 1-hAyt .-S . "Pal 3 z- s Ott ►t O■ e'io_s I 9 8 Signature: Date Application Accepted: Date Application Expires: 1— ko Staff Initials: i o \Applications \Forms- Applications On Line \3-2006 - Permit Application doc Reviscd: 9 -2006 hh City State Zip Page 6 of 6 QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1 1 0,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. Enter total fill volume GRADING Plan Review and Permit Fees Approved 09.25.02 Last Revised Jan. 2008 • • BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME Cabpet — 3 Ler S® (Late.) PERMIT # 3 ¢� S. !#o iJ 5r) If you do not provide ontractor b ids or an engineer s estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 5. Enter total excavation volume Zn cubic yards 20 cubic yards Use the following table to estimate the grading plan review and permit fee. Use the greater of the excavation and fill volumes. 1 Dog- 02 3 1. APPLICATION BASE FEE $250 (1) 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water /Sewer /Surface Water 1 /1 Road /Parking /Access A. Total Improvements A OoD / 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. 15 C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) $ - 75 (4) ■ $ (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1 +4 +5) $ '2..< The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application /plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance /Inspection Fee (B +C +D) 7. Pavement Mitigation Fee $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. Approved 09.25.02 Last Revised Jan. 2008 2 $ - 7 (6) (. P") O`7 — °I ) $ i$ 5) (8) WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2008 — 12.31.2008 Total Fee 0.75 $600 $5674 $6274 1 $1100 $14,185 $15,285 1.5 $2400 $28,370 $30,770 2 $2800 $45,392 $48,192 3 $4400 $90,784 $95,184 4 $7800 $141,850 $149,650 6 $12500 $283,700 $296,200 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ (9) 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Special Connection (TMC Title 14) $ E. Duwamish $ F. Transportation Mitigation $ 1� O 23 ql G. Other Fees $ Total A through G $ � 023 (10) DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) $ 1 ( 2. Z. ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $47.00 per inspection. Approved 09.25.02 Last Revised Jan. 2008 0.75" 2.5" $300 $1,000 Temporary Meter 3 Receipt No.: R08 -01713 Initials: WER User ID: 1655 Payee: HANSEL CONSTRUCTION ACCOUNT ITEM LIST: Descript rinr. RA .A.int -(lR BUILDING - RES PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us RECEIPT Parcel No.: 1523049310 Permit Number: D08 -023 Address: 3411 S 140 ST TUKW Status: APPROVED Suite No: Applied Date: 01/11/2008 Applicant: COOPER DEVELOPMENT - LOT 2 Issue Date: TRANSACTION LIST: Type Method Descriptio Amount Payment Check 4025 3,109.74 Account Code Current Pmts 000/322.100 000/342.400 000/342.400 000/386.904 104.367.120 Payment Amount: $3,109.74 Payment Date: 05/19/2008 02:07 PM Balance: $0.00 1,982.80 23.50 75.00 4.50 1,023.94 Total: $3,109.74 2583 05/19 9711 TOTAL 3725.52 Printari 0E- 19 -9lnR RECEIPT NO: R08 -00104 Initials: BLH User ID: ADMIN Payee: COOPER DEVELOPMENT City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: ht4x/Iwww.ci.tukwila.wa.us SET ID: S000000940 SET NAME: Tmp set/Initialized Activities SET TRANSACTIONS: Set Member Amount D08 -023 1,613.82 M08 -011 38.70 PG08 -015 43.00 TOTAL: 1,695.52 TRANSACTION LIST: Type Method Description Amount Payment Check 10555 ACCOUNT ITEM LIST: Description PLAN CHECK - RES PW BASE APPLICATION FEE PW PLAN REVIEW SET RECEIPT TOTAL: • Payment Date: 01/11/2008 Total Payment: 1,695.52 1,695.52 1,695.52 Account Code Current Pmts 000/345.830 1,370.52 000/322.100 250.00 000/345.830 75.00 TOTAL: 1,695.52 7140 01/11 0710 TOTAL 3311.48 1901 Center Street Phone 253.284 -3100 Residential Engineering Group LATERAL ANALYSIS & BEAM CALCULATIONS EXPIRES: JUNE 5, 2009 IF THIS SIGNATURE IS NOT IN COLOR,' DO NOT ACCEPT FOR PERMIT SUBMITTAL. PROJECT: Plan 1933/2 - December 13, 2007 2006 INTERNATIONAL BUILDING.CODE. 85 MPH WIND, EXPOSURE C, K,1 I.00 SOIL SITE CLASS D , SEISMIC DESIGN CATEGORY D, /D, .' -• pr„. off , (r--fl C � 'ILA JAN 1 1 Gr.:01 I tR Tacoma, WA 98409 Fax 253.284 -3183 Residential Engineering Group PROJECT: 1933/2 Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: Mark Myers, P.E. DESIGN LOADS: ROOF DEAD LOADS ROOF LIVE LOADS FLOOR DEAD LOADS FLOOR LIVE LOADS STAIR LIVE LOADS WOODS : JOISTS OR RAFTERS 2X. 15 PSF Total 25 PSF (Snow) 15 PSF Total 40 PSF (Reducible) 100 PSF WOOD TYPE: HF #2 BEAMS OR HEADERS 4X - 6X OR LARGER DF #2 LEDGERS AND TOP PLATES HF #2 STUDS 2X4 OR 2X6 HF #2 POSTS 4X4 - -H F #2 4X6 HF #2 6X6 DF #1 GLUED - LAMINATED (GLB) BEAM & HEADER. Fb =2,400 PSI, Fv =165 PSI, Fc (Perp) =650 PSI, E= 1,800,000 PSI. PARALLAM (PSL) 2.0E BEAM & HEADER. Fb =2,900 PSI, Fv =290 PSI, Fc (Perp) =750 PSI, E= 2,000,000 PSI. MICROLAM (LVL) 1.9E BEAM & HEADER Fb =2,600 PSI, Fv =285 PSI, Pc (Perp) =750 PSI, E= 1,900,000 PSI. TIMBERSTRAND (LSL) 1.3E BEAM, HEADER, & RIM BOARD Fb =1,700 PSI, Fv =400 PSI, Pc (Perp) =680 PSI, E= 1,300,000 PSI. TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A REGISTERED DESIGN PROFESSIONAL REGISTERED IN THE STATE OF WASHINGTON. TRUSS DESIGNS SHALL COMPLY WITH THE REQUIREMENTS OF IBC 2303.4. SUBMITTAL PACKAGE SHALL COMPLY WITH REQUIREMENTS OF IBC 2303.4.1.4. UNLESS OTHERWISE SPECIFIED BY LOCAL BUILDING OFFICIAL OR STATUTE, TRUSS DESIGNS BEARING THE SEAL AND SIGNATURE OF THE TRUSS DESIGNER SHALL BE AVAILABLE AT TIME OF INSPECTION. ENGINEERED I -JOISTS -FLOOR JOISTS & BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THIS PLAN, "EQUAL" IS DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS. 12/12/2007 Residential Engineering Group, LLC 1933 - New.mcd Residential Engineering Group LATERAL ANALYSIS : BASED ON 2006 INTERNATIONAL BUILDING CODE (IBC) Lateral Forces will be distributed along lines of Force /Resistance. Lines of Force /Resistance will be investigated for both wind and seismic lateral loads. Roof and Floor diaphragms are considered flexible. SEISMIC DESIGN: SEISMIC DESIGN BASED ON 2006 IBC CHAPTER 16 SECTION 1613 SINGLE FAMILY DWELLING, LIGHT FRAME CONSTRUCTION LESS THAN THREE STORIES IN HEIGHT ABOVE GRADE. Seismic Design Data: —Soils Site Class D (Assumed) — Seismic Design Category D /D IE := 1.0 R := 6.5 •Ss•:= 1.58 .S1 := 0.40 F := 1.00 F =1.5. w, wx PROJECT: 1933/2 For Seismic Use Group I occupancy (ASCE 7 -05 Table 11.5 -1) Light Framed Walls w/ Wood Shear Panels (ASCE 7 -05 Table 12.14 -1) Mapped Maximum Considered Earthquake Spectral Response Acceleration Short- Period Mapped Maximum Considered Earthquake Spectral Response Acceleration 1- Second Period Site Coefficient based on Site Class & S (ASCE 7 -05 Table 11.4 -1) Site Coefficient based on Site Class & S (ASCE 7 -05 Table 11.4 -2) Seismic Weight of Overall Structure, Seismic Weight of Structure above Level x (LB.) Equation 16 -37 Sms Ss'Fa Sms = 1.58 Equation 16 -38 S S1'F S = 0.6 Roof Slope Adjustment Factor: S 250ft := .. 1.Q00ft2 (Lower Roof Main) (Upper Floor Main) co atan 2)) Equation 16 -39 Equation 16-40 S = 1.12 Plan Area for Each Level: Plan Perimeter for Each Level: Al := 750ft P1 := 2(35ft) + 2(37ft) (Upper Roof Main) (Upper Floor Main) P2_ 2.(37.tt),f:2(41ft); (Lower Floor Main) 2 SDS 'Sms 2 SDI 'Sml Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: Mark Myers, P.E. SDS = 1.05 SDI = 0.4 12/13/2007 Residential Engineering Group, LLC 1933 - New.mcd Residential ntial PROJECT: 1933/2 Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253- 284 -3100 Fax: 253 - 284 -3183 Designer: Mark Myers, P.E. Weight of Structure at Each Level: Story Weight at Upper Floor Main: w1:= 15•p'sf•(A1) + 10•psf•5•ft•(Pi) Story Weight at Lower Floor Main: w2 : =. 15•psf•(A2) + 15psf•(A2 + 10•psf•[ Total Base Shear: .W := wl' + w2 + 1Opsf•5ft (P2) (F•SDS•W1 VE I R J VE = 11010.991b Shear at each Level: F =1.0 for one -story building F =1.1 for two -story building F =1.2 for three -story building F : =1.1' ( ft•(P (F VIE R VIE = 3525.53 lb Story Shear at Upper FloorMain [F SDS (w2)1 V 2E R V2E = 6095.06 lb Story Shear at Lower Floor Main Equation 12.14 -11 12/13/2007 Residential Engineering Group, LLC 1933 - New.mcd 1 Weight of floors include weight of floor framing, flooring material, insulation, and 5psf for miscellaneous partition walls. Residential Engineering Group PROJECT: 1933/2 Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: Mark Myers, P.E. WIND DESIGN USE ANALYTICAL PROCEDURE OP ASCE 7 -05 SECTION 6.5 ENCLOSED BUILDING LESS THAN 60 FEET IN HEIGHT' • L fb := 41 ft Bth := 37ft L- = 1.11 h = 0.56 Bfb Lfb GCpfl :_ .8 GC :_ .2 GC - - GC04 :_ -.475, Windward Wall Windward Roof Leeward Roof Leeward Wall WIND EXPOSURE =.0 h := 23 -ft Mean Roof Height as per Sec. 6.2 1:= 1.0 Important Factor (Table 6 -1). V := 85 Wind Speed Miles per Hour (Figure 6 -1). z : =:900ft Per Table 6 - 2: z = 1200ft & a = 7.0 for Exposure B Kd := 0.85 Wind Directionality Factor (Table 6 -4). a := 9.5 z = 900ft & a = 9.5 for Exposure C h (1 ) Kh := 2.01 z J Kh = 0.93 Velocity Pressure Exposure Coefficient (Table 6 - 3). S Topographic Factor (Kj)'(Figure 6-4): . 2-D Escarpment with building downwind of crest for Exposure C. x:= 1 f Lh' : =1=1ft :H =Ift z := h _y:= 2:5: µ,;ms 4 ( - y•z) Lh K3 := e H K1 0.85 Lh K1 = 0.85 K2 := 1 — µ h K2 = 0.75 ) K := (1 + K1- K2.K3) 2 K = 1 Internal Pressure Coefficients (Figure 6 -5) GC := .18 +/- External Pressure Coefficients w/ Roof Pitch = 6/12 (26.6 degrees) Front to Back & 6/12 (26.6 degrees) Side to Side Taken from Figure 6 -6 (w/ G =0.85 per Section 6.5.8.1) Front to Back: Side to Side: Lss := 37ft B := 41 ft Lss = 0.9 h = 0.62 — Bss Lss GCps1 .8. GCps2 ! E, 2 GCps3 GCps4.:_ --.5 Velocity Pressure ( q Evaluated at Mean Roof Height (h) (Equation 6 -15) qh = 0 . 00256 •Kh . K21 . Kd ' v qh = 14.6 Design Wind Pressures p = g - g (Equation 6 -18) 12/13/2007 Residential Engineering Group, LLC 1933 -2, New.mcd 4 Windward Wall Windward Roof Leeward Roof Leeward Wall K3 = 0 /.11111.11.. J111r - " - 11 Ili. /111111111 1111111111.. 411111111I1111 - 11111 111111 ,.11111111111.11111 m1111111111111 . ,.I I IIIlI 11111111111u1 J1 lnrllni n in. . 11111111111111111 r11111111111r111 1111111lI 11111111 111111 . AIIlI111I111111r1111I11I111u111111111rmI 11111111111111111111111 d numnuunr 1 unr 1i111rn1I111u111 11111111111111111111111111111111 11111 111111111111111111111111111111111, _ ii 1111imI1nu11nmrnnlrmluting' mu11111111111. Il "'inti1 mn.. tli1111I111111umI1111Iru1 I r111111111111111 111/11111 11 11111111111111111111111h.. dlnmllnurlulunuumlumall IIU11111111111r 11111 11111111 11111 rmlilllullllnuumli . 1111111111111111111111I11111IIIIIII 111111111111111111111111111111 111.1 11111u 1 m irm11rm11nuumnunnul.. _. AI� 11111 � 1111 1� 1111 1� 111 11� 1 1 1 11� 1 1 1 / I�Illll�lllll�llllltll, ll/ 11111111111111111�IIIII�IIIII�IIIII�IIIII�1IIII�IIIII�IIIIi�llh I�� PM Imo - ■11m! 7 5f =Mb 0111111* 4111■ 11■11. RIGI -IT ELEVATION 24 nrmlr� ii l - - � -- i1uL. ..dill 111 1111111111. 4/11111/1 Ills 111111111111U.. ii unrnnlrl If 11111111111 ruin' rll , - . .1/1111I11111111u1 r11 Irnuunulrm `A1111111111u11111111 111111.1111111111111 11111III111u� /11111/_ X11 �111111I11 111111111111Ir1I /1111111111111111.. ' / .IIIIIl111I1i.- 4 1111111u1I11111r11111r11V° nine. n111111111111111111In_ 11111 111 1111111111111111111111Pr" n1111rlllllln. �111111I11111111111IIIII1111111 1 1. ulrn mince) 1r� ,. ..n1N1I11nunrluluullrlll�nn 71111u111111111r1' .,a111111111111111111111111111111111. . • ..■11 1111 w7• l I rrr� iI Y1 111 I I� _ i I = . 11 4ri . 1 11111WIIUlrlllli. 1 nniiuill 111.11111 ml lrluurll.�_ nnilinulrnu ronlruulrnllrmlrnll11....- _.a :. illlhl1��1 �I��n�u��n lI�n1���n1��uIIluhu . .n�- FRONT ELEVATION u ppetz Loo F 13 24 SF Lou,V aoo f Uj'pift Ft 0oR z PIRA/ /Loot = te a _ Z 3 1 73 S - act v cif loo Lam' ELEVATION Ii REAR ELEVATION 0 Residential Engineering Group PROJECT: 1933/2 Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: Mark Myers, P.E. The Internal Pressures on Windward and Leeward Walls & Roofs will offset each other for the lateral design of the overall building and will therefore be ignored for this application. Front to Back: Pfl gh.(GC pfl = 11.681b ft Pf2 := gh•(GCpf2)•psf Pf2 = 2.921b ft Pf3 gh.(GCpf3)•psf Pf3 = — 8.76Ibft 2 Pf4 gh Pf4 = — 6.941b ft Wind Pressure at Upper Floor Wall & Roof (Front to Back): ,V1W: ° P,t3):, ooft? +: 1Pfl.. - * p14) 271 ft Wind Pressure at Main Floor Walls (Front to Back): V2W = kpf2 - Pfl)'0'ft2`+ (pfl - Pf4) 339,ft2 Wind Pressure at Upper Floor Walls &Roof (Side to Side): V3W (Ps2 - Ps3)' + ( Psl . ; - ps4) 3 Wind Pressure at Main Floor Walls (Side to Side): I.V4W := '(Ps2: + (Ps1. z" '1 s4).356.' 2. 1But not Tess than 10 psf over the projected vertical plane.1 ViW= 7381.92Ib V3W = 7175.66 lb Windward Wall Windward Roof Leeward Roof Leeward Wall Side to Side: Psi := gh Ps2 gh Ps3 = gh Ps4 = gh V i = 7381.921b V2W = 6311.56 lb V3W = 7175.661b V4W = 7038.39 lb Psi = 11.681bft 2 ps2 = 2.92 lb ft Ps3 = — 8.761bft -2 Ps4 = —7.3 lb ft V2W = 6311.561b V4W = 7038.39 lb Windward Wall Windward Roof Leeward Roof Leeward Wall 12/13/2007 Residential Engineering Group, LLC 1 1933 -2, New.mcd 22 2 ri MACE V3 12.r Dp UPPER FLOOR PLAN li OPEN 1O eELOW AA EM= 1111L t q 2. Residential Engineering Group PROJECT: 1933/2 Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: Mark Myers, P.E. WALL AA: Story Shear due to Wind: Bldg Width in direction of Load: Shear Wall Length: Wind Force: Laa DLRM := WR - 2 B :_ Co•Laa V3W'L1 vaa • j.`"' • Holdown Force & Net Uplift: OTM - DLRM HDFaa V3W = 7175.66 Ib Lt : 37 -ft Story Shear due to Seismic: Distance between shear walls: L := 37•ft VIE = 3525.53 Ib •. aw, :_ (3 + 2.75 + 2.62 +, 3.25)ft Laa = 11.62 ft Laa := [( + 2.62( . 5 $ 4 ) + 3.25 , g ( ]ft . 5.75 ft Max Opening Height = 4ft-0in, • Therefore C := 0.77 Percent full height sheathing: %:. % = 41.07 14•ft per IBC Table 2305.3.8.2 C Overturning Moment on 14ft Wall: Plate Height: Pt Lea! 5.75 -ft' OTM := vaa•L OTM = 14380.651b ft Dead Load Resisting Overturning: WR:= 0.6(15•psf)•10•ft- L' 0.6•(10•psf)•Pt•La+ 0.6•(10psf)•0ft.L DLRM = 2291.23 lb ft HDFaa = 2730.53 Ib Base Plate Nail Spacing (2005 NDS Tablel1 N) 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir ZN := 122-lb CD := 1.6 CD•ZN•C Seismic Force: p := 1.0 B = 0.49 ft Per Nail vaa vaa 16d.@ 6" o.c. 5/8" A . . 1 1 @ _ 3 _ 6 " o.c. 0.7p- V1E - -1 Lt 2 • Laa E vaa = 308.76 lb ft 1 vaa = 400.991b ft 1 E = 145.21 lb ft 1 as = 188.591b ft 1 C P1-4: 7/16" Sheathing w/ 8d nails. 49. C;' Wind.. Capacity. »,s49�4.pIf�,:„�i+ ; :;:elf x: Seismic Capacity = 353 plf''' Anchor Bolt Spacing (2005 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir A := 860-lb CD := 1.6 ZB := A ZB = 13761b ZB. C As := As = 3.43 ft Per Bolt Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Tvpes, v aa -1 Eaa 1 B = 0.49 ft As = 3.43 ft HDFaa = 2730.53 lb MST48 - = 400.99 Ib ft - = 188.59 Ib ft -p C C 12/13/2007 Residential Engineering Group, LLC 1933 -2, New.mcd • • ,- Residential Engineering Group PROJECT: 1933/2 Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253- 284 -3100 Fax: 253 - 284 -3183 Designer: Mark Myers, P.E. WALL BB: Story Shear due to Wind: Bldg Width in direction of Load: Shear Wall Length: Lbb :_ (4.25.2 + 2.5.2)ft Lbb = 13.5 ft • Percent full height sheathing: % := 5•ft 100. % = 50 10.ft) • Wind Force: vbb vbb = 265.771b ft I vbb = 332.21 lb ft -I C Overturning Moment on 1 Oft Wall: Lbb := 5 ft OTM := vbb•Lbb•Pt Dead Load Resisting Overturning: WR := 0.6(15: psf) 2 ftL6b + 0.6 (10 psf)•Pt :Lbb + 0.6•(10p4)•Oft•Lbb DLRM := WR- Lbb DLRM = 832.5 lb ft. 2 Holdown Force & Net Uplift: ZN := 122•lb CD := 1.6 Bp := CD •ZN •Co B = 0.59 ft vbb C 12/13/2007 OTM - DLRM HDFbb V3W L1 2 Lbb Co•Lbb C V3W = 7175.66 lb Lt:= 37•ft HDFbb = 2482.75 lb Plate Height: Pt OTM = 10763.49 ft Per Nail 16d @ 6" o.c: Story Shear due to Seismic: Distance between shear walls: Seismic Force: p := 1.0 Ebb = 106.5 1b ft 1 Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing vbb = 332.21 lb ft E = 133.12 lb ft -1 B p = 0.59 ft 518"'A:B. @ Residential Engineering Group, LLC 10 A := 860•lb ZB•Co As := vbb As =4.14ft LI := 37-ft Lbb : =[2.5. ).2 4.24 8:1 VIE = 3525.53113 ' Max Opening Height = 4ft-0in, Therefore C := 0.8 • per IBC Table 2305.3.8.2 Ebb •- VlE 0.7p. L1 Lt 2 Lbb Ebb 133.12 C P1-6 :7116" Sheathing.w/ 8d nails @ 6" 0.0..- Wind.Capacity =339 plf' '+�� :':• :'��'�; a'` �:� � Seismic Capacity = 242 pif, l Base Plate Nail Spacing (2005 NDS Table11N) Anchor Bolt Spacing (2005 NDS Table 11E) 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir 518" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir CD := 1.6 ZB := As•CD As = 4.14 ft Per Bolt ZB = 13761b Holdown Force: Holdown Tvpes: HDFbb = 2482.75 lb MST48 &ST6224 1933 -2, New.mcd Residential Engineering Group PROJECT: 1933/2 Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: Mark Myers, P.E. WALL CC: Story Shear due to Wind: Bldg Width in direction of Load: Lt := 35-ft Shear Wall Length: Lcc = (14 + 16)ft 30 ft Max Opening Height = 3ft -Oin, Therefore C := 0.95 Percent full height sheathing: % := 100 % = 90.91 33 'ft per IBC Table 2305.3.8.2. Wind Force: vcc = 123.03 lb ft Overturning Moment on 33ft Wall: OTM := vcc.L Dead Load Resisting Overturning: WR = 0. 6 (15•psf)•2•f1•1, cC +0.6•(10•psf). DLRM := WR.— DLRM = 299701b ft 2 Holdown Force & Net Uplift: OTM – DLRM HDFcc Base Plate Nail Spacing (2005 NDS Tabie11N) 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir ZN := 122•lb CD := 1.6 CD•ZN• C B :_ Wind Force: vcc Shear Wall Summary: vcc = 129.51 Ibft Co Viw L1 Lt. 2 vcc :– C 0 .L cc L cc w , :.. — = 129.51 lb vcc - C B = 1.51 ft Per Nail Seismic Force: Ecc - 43.3 lb — ft 1 C VIW= 7381.921b' HDFcc = – 2.571b Lcc = 30 ft Lcc := Lcc Plate Height: Pt : =,8.1•ft OTM = 29896.771b ft Pt•L + 0.6•(10psf)•0ft.L Story Shear due to Seismic: V1E = 3525.53 lb Distance between shear walls: Seismic Force: p := 1.0 E = 41. l 31b ft 1 vcc B.P. Nailing Spacing A.B. Spacing B =1.51ft As= 10.62ft 16d @ 16" o.c. 5/8" A.B. @ 72" o .c. L1 35•ft Ec c Ecc = 43.3 lb ft — Co A := 860•lb CD := 1.6 ZB := A s •CD As := ZB Co As = 10.62 ft Per Bolt Holdown Force: HDFcc = - 2.57 Ib 0.7p- VIE L1 — — Lt . Lccs P1 -6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity= 339 plf` Seismic Capacity= 242 pif`_' Anchor Bolt Spacing (2005 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir ZB = 13761b Holdown Tvpes: NO 1-1OLDOWt4 t` 12/13/2007 Residential Engineering Group, LLC 1 1 1933 -2, New.mcd Residential Engineering Group PROJECT: 1933/2 Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: Mark Myers, P.E. WALL DD: Story Shear due to Wind: Bldg Width in direction of Load: Shear Wall Length: Ldd := (22)ft height sheathing: (10-ft Percent full hei 9 9; %,:= 100 % = 100 10.11 NW.- L1 Lt 2 Wind Force: vdd Co'Ldd Ldd DLRM := WR L a d DLRM = 16117.2 lb ft 2 Holdown Force & Net Uplift: OTM — DLRM HDFdd ZN := 122•Ib CD := 1.6 • Bp • CD ZN Co B = 1.16 ft vdd Shear Wall Summary: Wind Force: Seismic Force: vdd 1b ft I E d d 1 = 56.091b ft = Co Co Viw = 7381.92 lb Lt:= 35•ft HDFdd = 626.341b Per Nail Distance between shear walls: Ldd = 22 ft Ldd := Ldd Max Opening Height = Oft-Oin, Therefore C = L00 per IBC Table 2305.3.8.2 • Seismic Force: vdd = 167.771b ft 1 vdd = 167.771b ft C Overturning Moment on 22ft Wall: Plate Height: Pt : =1 8.1.11 Ldd := 22•ft OTM := vdd•Ldd•Pt OTM = 29896.771bft Dead Load Resisting Overturning: WR := 0.6(15•psf)•2•ft•Ldd + 0.6•(10. psf)•Pt•Ldd + 0.6.(10psf)•0ft•Ldd Story Shear due to Seismic: Edd = 56.091b ft 1 A := 860-lb ZB' Co As :— vdd C o L1 := 35.ft Edd = 56.091b ft 1 CD := 1.6 ZB := A As = 8.2 ft Per Bolt B.P. Nailing Spacing A.B. Spacing Holdown Force: Bp = 1.1611 As = 8.2 ft HDFdd 626.34 lb 16d @ 12" o.c. 5/8" A.B. @ 72" o.c. VIE = 3525.5311? 0.7p • VIE �1 t... Edd Ldds • P1 -6: _ 7/16" Sheathing w /_8d nails @ 6" 0.C. Wind Capacity = 339 Seismic Capacity = 242 plf .. ; �:, , Base Plate Nail Spacing (2005 NDS Tablel l N) Anchor Bolt Spacing (2005 NDS Table 11E) 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir ZB = 13761b Holdown Types::. MSTC213 •.3,.,.... 12/13/2007 Residential Engineering Group, LLC rZ 1933 -2, New.mcd MAIN FLOOR PLAN tPAPILI Residential Engineering Group PROJECT: 1933/2 Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: Mark Myers, P.E. WALL A: Story Shear due to Wind: VqW = 7038.391b Bldg Width in direction of Load: Lt:= 41•ft Shear Wall Length: La Wind Force: va = 303.111b ft 1 va = 433.021bft 1 C Overturning Moment on 15.5ft Wall: Plate Height: Pt : = 8.1•ft L := 7.5•ft OTM := va•L Pt OTM = 18414.23Ib Dead Load Resisting Overturning: WR := 0 6(15 psf) l0 ft L ± 0.6•(10•psf)•2Pt:L + 0.6•(10psf)•7ft•La L DLRM := WR.- DLRM = 6446.25 Ib ft 2 Holdown Force & Net Uplift: HDFa OTM - DLRM Co'La Base Plate Nail Spacing (2005 NDS Table/ l N) 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir ZN := 122.1b CD := 1.6 CD•ZN•C B :_ 3 + 4.5 + 10)ft • ,, V4W L1 vaa•Laa +,--- - • • . •‘. Lt v := .. : �w v • 'i La .,, -' Shear Wall Summary: Wind Force: Seismic Force: va = 433.021b ft I Ea = :94.311b ft 1 C o Co Story Shear due to Seismic: Distance between shear walls: La = 17.5 ft La := 10]ft ( 7.5.1t) Max Opening Height .5ft-0in Therefore C 0.70 Percent full height sheathing: %:= 100 % = 48.39 . 15.5 ft per IBC T 2305.3.8.2 • Seismic Force: p E = 136.021b ft 1 L1 := 20•ft V2E.L] • E + 0.7p • s .. • Ea = 194.311b Co ft 1 P1-4 :7/16" Sheathing w/ 8d nails @ 4".0.C. .Wind Capacity 494 plf Seismic Capacity =. 353 pif., - HDFa = 2279.61 Ib HDFa1 := HDFa + HDFaa HDFa1 = 5010.141b A := 860.1b ZB Co As :_ B = 0.45 ft Per Nail va va V2E = 6095.06 lb Anchor Bolt Spacing (2005 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir CD := 1.6 ZB As•CD As = 3.18 ft Per Bolt B.P. Nailing Spacing A.B. Spacing Holdown Force: B = 0.45 ft As = 3.18 ft HDFa = 2279.61 lb 16d @ 4" o.c; 5/8" A.B. @ 36" o:c.. HDFa1 = 5010.14 Ib ZB = 13761b Holdown:Tvpes:.:' . Simspon.STHDBRJ Simpson PHD6 12/13/2007 Residential Engineering Group, LLC t4 1933 -2, New,mcd Residential Engineering Group PROJECT: 1933/2 Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: Mark Myers, P.E. WALL B: Story Shear due to Wind: Bldg Width in direction of Load: Shear Wall Length: Lb (7.5 + 6.5)ft ZN := 122-lb CD := 1.6 B CD- ZN Co Bp := vb Shear Wall Summary: Wind Force: vb = 417.951b 8 1 C Seismic Force: -1 Eb = 209.671b ft C V4W = 7038.39 lb Lr:= 41•ft height sheathing: % (10.ftl Percent full hei 9 9 /o := J 100 % = 100 10.ft V4W L1 + 1,2 0.65•vbb•Lbb + Lt 2 Wind Force: vb Lb , . vb = 417.951b ft b = 417.951b ft 1 C Overturning Moment on 6.5ft Wall: Plate Height: 'Pt := 8.1 Lb:= 6.5•ft OTM := vb•Lb•Pt OTM = 22005.01 lb ft Dead Load Resisting Overturning: WR•:= .0.6(15•psf)•0• ft-Lb .+- 0.6•(1O•psf)•lPt•Lb + 0.6.(10psf)•12ft•Lb Lb DLRM := WR• 2 DLRM = 2547.67 lb ft Holdown Force & Net Uplift: OTM - DLRM HDFb :- HDFb = 2993.44 lb Co Base Plate Nail Spacing (2005 NDS Tablel l N) 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir B = 0.47 ft Per Nail B.P. Nailing Spacing A.B. Spacing B = 0.47 ft Lb 14 ft Story Shear due to Seismic: Distance between shear walls: Seismic Force: p := 1.0 Eb = 209.671b ft 16d @ 4 ":o.c. 5/8" A.B. @ 36" o.c.° Lb := Lb Eb : V = 6095.061b L1:= 20.ft L2 := 21 ft Max Opening Height = Oft-Oin, Therefore C 1.00 per IBC Table 2305.3.8.2. V2E L1 ± 0.65•Ebb•Lbb + 0.7p L 2 Eb 1 = 209.671b ft - Co P14:7/16" Sheathing.w /.8dnails @ 4" O. Wind Capacity = 494 pif ' • • Seismic Capacity = 353 pif Anchor Bolt Spacing (2005 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir A := 860-lb ZB•Co As := vb As =3.29ft CD := 1.6 ZB := A ZB = 13761b As = 3.29 ft Per Bolt Holdown Force: Holdown Types:. • HDFb = 2993.4416 SimsponSTHDI:ORJ 12/13/2007 Residential Engineering Group, LLC is 1933 -2, New.mcd Residential Engineering Group PROJECT: 1933/2 Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 -284 -3183 Designer: Mark Myers, P.E. WALL C: Story Shear due to Wind: Bldg Width in direction of Load: Shear Wall Length: Lc (13+ 6.5)ft Wind Force: vc. Overturning Moment on 6.5ft Wall: Plate Height: Pt :=. 8.1.ft L := 6.5-ft OTM := vc-L OTM = 18486.191bft Dead Load Resisting Overturning: WR := 0.6(15•psf)•2•ft•L + 0.6•(10•psf)•2Pt•L + 0.6•(10psf)•1ft•L L DLRM := WR.— DLRM = 2560.35 lb ft 2 Holdown Force & Net Uplift: OTM - DLRM HDFc Co V2W L1. vcc•L + Lt . 2 V2W = 6311.561b Lt := 35-ft HDFc = 2450.13 Ib Story Shear due to Seismic: Distance between shear walls: Lc = 19.5 ft . Lc := Lc Percent full height sheathing: oho ._ (1011� 100 % = 100 10•ft per IBC Table 2305.3.8.2 Seismic Force: p := 1.0 ZN := 122-lb CD := 1.6 B := CD ZN Co B = 0.56 ft Per Nail vc vc L1':= 35.ft Max Opening Height = Oft -Oin, ' Therefore C := 1.00 E vc = 351.11 Ib ft 1 Ec = 172.681b ft 1 Bp = 0.56 ft As = 3.92 ft HDFc = 2450.13 Ib Co Co 16d @ Y2 1 E vc = 351.11 lb ft 1 vc = 351.11 Ib ft 1 E = 172.681b ft 1 c = 172.681b ft 1 C C = 6095.06 Ib V2E L1 E :Lpc + 0.7P•— Lt. 2 P1-4: 7/16 "Sheathing w/ 8d nails @ 4" O.C. : Wind Capacity = 494 plf Seismic Capacity= 353 plf Base Plate Nail Spacing (2005 NDS Tabie11N) Anchor Bolt Spacing (2005 NDS Table 11E 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir A := 860-lb CD := 1.6 ZB := A ZB = 13761b As :— ZB Co As = 3.92 ft Per Bolt Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types: ' • Simspon STHD1ORJ 12/13/2007 Residential Engineering Group, LLC 1933 -2, New.mcd Residential Engineering Group PROJECT: 1933/2 Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: Mark Myers, P.E. WALL 0: Story Shear due to Wind: Bldg Width in direction of Load: Shear Wall Length: Ldw:= (31)ft Percent full hei ht sheathing: (10 ft l Max Opening Height = 0ft -Oin, Therefore, C 1.00 9 9: %:_ / I 100 % = 1 00 10-ft .. ' per IBC Table 2305.3:8.2' . "` Wind Force: vd • vd = 220.86 Ib 1 vd ft = 220.86 lb ft C Overturning Moment on 31ft Wall: Ld 31 ft OTM := vd•Ld•Pt Dead Load Resisting Overturning: WR := 0 psf) 2 ft.1Lj + 0.6•(.10•psf)•2Pt•Ld + 0.6•(10psf)•11Ld. Ld DLRM := WR• 2 DLRM = 58236.6 lb ft Holdown Force & Net Uplift: OTM — DLRM HDFd := HDFd = –89.61 Ib Co Base Plate Nail Spacing (2005 NDS Table/ l N) 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir ZN := 122•Ib CD := 1.6 CD•ZN•C B :_ vd Lt:= 35-ft vdd•Lddw +. V2W L1 Lt 2 Ld B = 0.88 ft V2w = 6311.56 lb Plate Height: Pt := 8.1•ft • Per Nail OTM = 55458.571b ft Story Shear due to Seismic: Distance between shear walls: Ld = 31 ft Ld := Ld Seismic Force: p := 1.3 Ed = 129.261b ft - 1 16d @ 8" o.c. 518 ",A.B. @ 72" o.c. Lr := 35•ft Ed – Ed = 129.261b — ft 1 C V2E = 6095.06 Ib • Edd•Ldd + 0.7p•V2E L1 Lt 2 Ld P1-6: 7/16u-Sheathing w /. nails, @ O.C.., Wind Capacity.r 339�p1f,ar- :r #,:��Ix Seismic Capacity= 242 plf .. Anchor Bolt Spacing (2005 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir A := 860-lb CD := 1.6 ZB := A ZB = 13761b ZB' Co As := As = 6.23 ft Per Bolt vd Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: HaldownTvpe;a: ":� `. vd -1 Ed -1 B = 0.88 ft As = 6.23 ft HDFd = –89.61 Ib NO HOEDOWN — = 220.861b ft — = 129.261b ft P C C 12/13/2007 Residential Engineering Group, LLC 1933 -2, New.mcd Residential ',. Engineering Group PROJECT: 1933/2 Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253- 284 -3100 Fax: 253 - 284 -3183 Designer: Mark Myers, P.E. WALL E: Story Shear due to Wind: V4W = 7038.39 lb Bldg Width in direction of Load: Lt := 4141 Distance between shear walls: L1 := 21•ft Shear Wall Length: Le := (1.88 + 1.88)ft ( 1±. ) Max Opening Height = Oft-Oin, Therefore C 1.00 Percent full height sheathing: a/o 100 % = 100 10.8 per IBC Table 2305.3.8.2 Wind Force: ve per Panel: F = 1435.61b 0.30.vbb.Lbb + V4W L1 • ve = 765.661b ft 1 v = 765.661b ft I C See APA Technical Topic TT -100B "A Portal Frame with Hold Downs for Engineered Applications" (Emphasis Added) Restraint Panel Height = 8ft Maximum Restraint Panel Width = lft-10 1 /2in Minimum Allowable Shear per Panel = 1569 Ib W/ DOUF -FIR FRAME Fe (3.75ft•ve) 2 O.K. See Portal Frame Construction Detail on Structural Sheets for framing, nailing and holdowns. Story Shear due to Seismic: Le = 3.76 ft Le := Le Seismic Force: p := 1.0 E .— Lew, _ Les • E = 389.05 lb ft I V2E = 6095.06 Ib "V2E'L1 • 0.30Ebb•Lbb + 0.7p.---- Ee I = 389.05Ibft Co 12/13/2007 Residential Engineering Group, LLC 1933 -2, New.mcd MR. COrnON TRUSSES • 24' OC. AS PER 17{. SPECS. TYP. ROOF ' 4MINC PLAN AAA • •■ . no% • r•• mr 1r•. ITI.1 r writ".1 11 IA 11 SCALE : 1' -0' 1472 Cd77CN TRUSSES • 2 AS PER MC. SPEC5. TYP. Job Name Location CASCADE Residential Design, Inc. P6of or F-Dvm (-1\ Lc • I • 44 • I . • • 111111111 1111 A 2, T; 1 4- 4- 2. - 74e --F 4-c 1 ,le• imitimut Al A IL 1 — -4— - NNW A 111111_11MEM MI A Sheet Job Number of Technical Representative By MUG— Ir.'. Date 2 102 South 2611i Si. • . 1acoma,WA 9840) 253.284.3170 • 253.284:3183 1;ix email: cascacie0ix.netcom.com 4 -15 -0,6 Rev: 580000 User: KW-0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam1 [General Information Deflections Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density L T rapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right Summary Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 • D. @ Center @ Left @ Right 3.500 in 9.250 in Sawn 1.150 Pin -Pin 32.500 pcf Span= 8.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,125.29 psi Fb 1,035.00 psi 195.00 #/ft LL @ Left 195.00 #/ft LL @ Right 270.00 #/ft LL @ Left 270.00 #/ft LL @ Right Dead Load -0.056 in 4.032 ft 1,707.9 L. Defl) ... 0.084 in 0.000 in 0.000 in 4.68 k -ft -0.00 k -ft 0.00 k -ft 0.00 k -ft 4.30 fv Fv General Timber Beam 94.43 psi 207.00 psi Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined) Center Span 8.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 900 0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi Depth = 9.25in, Ends are Pin -Pin 1.087 1 4.7 k -ft 4.3 k -ft at 4.224 ft at 8.000 ft Total Load -0.147 in 4.032 ft 653.70 Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : 325.00 #/ft 325.00 #/ft 450.00 #/ft 450.00 #/ft Maximum Shear * 1.5 Allowable Shear: Z ( 3.1 k 6.7 k @ Left 2.22 k @ Right 2.60 k Camber: @ Left 0.000 in @ Center 0.084 in @ Right 0.000 in 0.85 k 0.99 k Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Start Loc End Loc Start Loc End Loc Job # Date: 9:14AM, 13 DEC 07 0.00 ft 0.00 ft 0.00 ft 0.000 ft 5.000 ft 5.000 ft 8.000 ft Overstressed in Bending ! Max 2.22 k Max 2.60 k 1933 -2 ecwCsleulakieA Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 580000 User. KW- 0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam2 General Information Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary [Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 © Center @ Left @ Right DL DL DL 3.500 in 9.250 in Sawn 1.150 Pin -Pin 32.500 pcf Span= 5.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 546.45 psi fv Fb 1,035.00 psi Fv Dead Load -0.011 in 2.500 ft 5,682.9 " D.L. Defl ) ... 0.016 in 0.000 in 0.000 in 2.27 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 4.30 270.00 #/ft #/ft #/ft General Timber Beam 58.63 psi 207.00 psi Title : Dsgnr: Description : Scope : Job # Date: 9:14AM, 13 DEC 07 1933 -2. ocw:Calculafione Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user define Center Span 5.00 ft Left Cantilever ft Right Cantilever ft Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi Total Load -0.028 in 2.500 ft 2,166.78 LL LL LL Depth = 9.25in, Ends are Pin -Pin 0.528: 1 2.3 k -ft 4.3 k -ft at 2.500 ft at 5.000 ft Reactions... Left DL Right DL 450.00 #/ft #/ft #/ft Maximum Shear Allowable Shear: Camber: 0.69 k 0.69 k Left Cantilever... Deflection Length /Defl Right Cantilever... Deflection ...Length /Defl Lu Lu Lu * 1.5 @ Left @ Right @ Left @ Center @ Right Max Max 0.00 ft 0.00 ft 0.00 ft Beam Design OK 1.9 k 6.7 k 1.82 k 1.82 k 0.000 in 0.016 in 0.000 in 1.82 k 1.82 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 580000 User. KW-0605873, Ver 5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam3 Section Name 6x8 Beam Width 5.500 in Beam Depth 7.500 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor 1.150 Beam End Fixity Pin -Pin Wood Density 32.500pcf 1 Full Length Uniform Loads LDefiections Center DL 68.00 #/ft Left Cantilever DL #/ft Right Cantilever DL #/ft L Summary 1 Title : Dsgnr: Description : Scope : General Timber Beam Job # Date: 9:14AM, 13 DEC 07 General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user define Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E LL LL LL 9.00 ft Lu 0.00 ft ft Lu 0.00 ft ft Lu 0.00 ft 675.0 psi 140.0 psi 405.0 psi 1,100.0 ksi 113.00 #/ft #/ft #/ft Beam Design OK Span= 9.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0.578 : 1 Maximum Moment 1.9 k -ft Maximum Shear * 1.5 1.1 k Allowable 3.3 k -ft Allowable 6.6 k Max. Positive Moment 1.93 k -ft at 4.500 ft Shear: @ Left 0.86 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 0.86 k Max © Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.080 in Max. M allow 3.34 @ Right 0.000 in Reactions... fb 448.44 psi fv 26.91 psi Left DL 0.35 k Max 0.86 k Fb 776.25 psi Fv 161.00 psi Right DL 0.35 k Max 0.86 k ¢3 1933 -2. ecw: Calculations Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.054 in -0.132 in Deflection 0.000 in 0.000 in ...Location 4.500 ft 4.500 ft ...Length /Deft 0.0 0.0 ...Length /Defl 2,012.8 817.67 Right Cantilever... Camber ( using 1.5 * D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.080 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 1 Rev 580000 1 User: KW-0605873, Ver5.8.0, 1- Dec -2003 General Timber Beam (c)1983 -2003 ENERCALC Engineering Software Description Beam4- GARAGE DOOR HEADER General Information Full Length Uniform Loads i Section Name 4x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Center Left Cantilever Right Cantilever Summary Deflections Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 @ Center @ Left @ Right i DL DL DL 3.500 in 11.250 in Sawn 1.150 Pin -Pin 32.500 pcf Span= 16.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 462.32 psi Fb 1,035.00 psi 2.84 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 6.37 fv Fv Dead Load -0.086 in 8.000 ft 2,224.9 *D.L.Defl) 0.129 in . 0.000 in 0.000 in 30.00 #/ft #/ft #/ft Depth = 11.25in, Ends are Pin -Pin 0.447 ; 1 2.8 k -ft 6.4 k -ft at 8.000 ft at 16.000 ft 24.06 psi 207.00 psi Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Center Span 16.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi Total Load -0.197 in 8.000 ft 973.37 LL LL LL Reactions... Left DL Right DL 29 Title : Dsgnr: Description : Scope : 50.00 #/ft #/ft #/ft Maximum Shear *1.5 Allowable Shear: Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Job # Date: 9:14AM, 13 DEC 07 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.9 k 8.2 k @ Left 0.71 k @ Right 0.71 k Camber: @ Left 0.000 in @ Center 0.129 in @ Right 0.000 in 0.31 k 0.31 k Max 0.71 k Max 0.71 k 1933 -2. am' Calculations Dead Load To al Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 1 1 UPPER FLOOR FRAMING PLAN C AI r Iii 11 MO y14FLR JSiS •V n O� 11 CASCAbE Residentia Design, Inc. Job Name Location -41,1a) ig la_ UPPE- FrviI Ii PA 102 Squth 26th Si • Tacoma.WA 98402 253.284.3170 • 253.281.3183 fax cascaderg)ix ne.tcomf om Job Number Sheet of Technical Representative By MA.C 1•1 Date I!, CASCADE Residential Design, Inc. Technical Representative I 0? Sot 111) 261h Si. • Tacoma,WA 98102 253.284.3170 • 253.284.3103 fax email: cascade(0)1Knetrnm.com By Th JL N i Date ‘71 — 2 (? f Rev: 580000 User. KW- 0605873, Ver5.8.0, 1- Dec -2003 L (c)1983 -2003 ENERCALC Engineering Software Description Beam5 General Information 1 Full Length Uniform Loads Deflections Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Center Left Cantilever Right Cantilever Summary Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 @ Center @ Left @ Right 1 DL DL DL 3.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf Span= 8.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 714.17 psi fv Fb 900.00 psi Fv Dead Load -0.023 in 4.000 ft 4,213.7 ' D.L. Defl ) ... 0.034 in 0.000 in 0.000 in 2.97 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 3.74 84.00 #/ft #/ft #/ft General Timber Beam 55.60 psi 180.00 psi Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 8.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi Depth = 9.25in, Ends are Pin -Pin 0.794: 1 3.0 k -ft 3.7 k -ft at 4.000 ft at 0.000 ft Total Load -0.093 in 4.000 ft 1,036.19 2 9 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : 280.00 #/ft #/ft #/ft Maximum Shear *1.5 Allowable Shear: Camber: 0.37 k 0.37 k Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Deft Job # Date: 9:14AM, 13 DEC 07 0.00 ft 0.00 ft 0.00 ft Beam Design OK 1.8 k 5.8 k @ Left 1.49 k @ Right 1.49 k @ Left 0.000 in @ Center 0.034 in @ Right 0.000 in Max 1.49 k Max 1.49 k 1933 -2 sew•Caleulalion Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 580000 User. KW- 0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam6 'General Information Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density I Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Deflections 1 Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 * D. @ Center @ Left @ Right DL DL DL 3.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf Span= 5.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow 3.74 fb 387.17 psi fv Fb 900.00 psi Fv 1.61 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft Dead Load -0.004 in 2.500 ft 13,667.1 L. Defl ... 0.007 in 0.000 in 0.000 in 108.00 #/ft #/ft #/ft General Timber Beam Depth = 9.25in, Ends are Pin -Pin 0.430 : 1 1.6 k -ft 3.7 k -ft at 2.500 ft at 0.000 ft 41.54 psi 180.00 psi Code Ret: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined) Center Span 5.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi Total Load -0.020 in 2.500 ft 3,058.20 Reactions... Left DL Right DL LL LL LL Title : Dsgnr: Description : Scope : 400.00 #/ft #/ft #/ft Maximum Shear * 1.5 Allowable Shear: Camber: 0.29 k 0.29 k Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Deft Job # Date: 9:14AM, 13 DEC 07 0.00 ft 0.00 ft 0.00 ft Beam Design OK 1.3 k 5.8 k @ Left 1.29 k @ Right 1.29 k @ Left 0.000 in @ Center 0.007 in @ Right 0.000 in Max 1.29 k Max 1.29 k 1933 2.ecw:Calailatinns Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 580000 User: KW 0605873, Ver 5.8.0, 1 Dec - 2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam? rGeneral Information [Trapezoidal Loads rPoint Loads Dead Load Live Load ...distance Summary Deflections Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin -Pin Wood Density 32.500 pcf #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right 1,850.0 Ibs Ibs 1.300 ft Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D. @ Center @ Left @ Right 3.500 in 9.250 in Sawn Span= 4.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow 3.74 fb 854.08 psi Fb 900.00 psi 66.00 #/ft LL @ Left 66.00 #/ft LL @ Right 416.00 #/ft LL @ Left 416.00 #/ft LL @ Right 3.55 k -ft -0.00 k -ft 0.00 k -ft 0.00 k -ft Dead Load -0.016 in 1.904 ft 3,036.4 L.Defl) 0.024 in 0.000 in 0.000 in Ibs Ibs 0.000 ft fv 120.45 psi Fv 180.00 psi General Timber Beam Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 4.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi Ibs Ibs 0.000 ft Depth = 9.25in, Ends are Pin -Pin 0.949 : 1 3.6 k -ft 3.7 k -ft at 1.728 ft at 4.000 ft Total Load -0.027 in 1.968 ft 1,765.09 3a Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : 220.00 #/ft 220.00 #/ft 670.00 #/ft 670.00 #/ft Ibs Ibs 0.000 ft Maximum Shear * 1.5 Allowable Shear: Camber: 1.77 k 1.49 k Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Start Loc End Loc Start Loc End Loc Ibs Ibs 0.000 ft Job # Date: 9:14AM, 13 DEC 07 1.300 ft 4.000 ft 0.000 ft 0.000 ft Ibs Ibs 0.000 ft 0.00 ft 0.00 ft 0.00 ft Beam Design OK 3.9 k 5.8 k @ Left 2.82 k @ Right 3.13 k @ Left 0.000 in @ Center 0.024 in @ Right 0.000 in Max 2.82 k Max 3.13 k 1933 -2 acw:Caleulaliona Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 1 Ibs Ibs 0.000 ft Rev: 580000 User KW-0605873, Ver 5.8.0, 1- Dec -2003 ' (c)1983 -2003 ENERCALC Engineering Software Description Beam8 General Information Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary [Deflections Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow ft) 253.56 psi Fb 900.00 psi DL DL DL 3.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf Center Span... Dead Load Deflection -0.002 in ...Location 2.000 ft ...Length /Defl 24,177.4 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.003 in @ Left 0.000 in @ Right 0.000 in 1.05 k -ft 0.00 k -ft 120.00 #/ft #/ft #/ft 0.282: 1 1.1 k -ft 3.7 k -ft at 2.000 ft at 0.000 ft 0.00 k -ft 0.00 k -ft 3.74 fv 30.10 psi Fv 180.00 psi Total Load -0.008 in 2.000 ft 5,837.12 Title : Dsgnr: Description : Scope : General Timber Beam Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base aliowables are user defined Center Span 4.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi LL LL LL Span= 4.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Reactions... Left DL Right DL 400.00 #/ft #/ft #/ft Maximum Shear * 1.5 Allowable Shear: 1.0 k 5.8 k @ Left 1.05 k @ Right 1.05 k Camber: @ Left 0.000 in @ Center 0.003 in @ Right 0.000 in 0.25 k 0.25 k Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Max 1.05 k Max 1.05 k Dead Load 0.000 in 0.0 Job # Date: 9:14AM, 13 DEC 07 0.000 in 0.0 0.00 ft 0.00 ft 0.00 ft 1933 -2 ecw•Calculations1 Beam Design OK Total Load 0.000 in 0.0 0.000 in 0.0 • Rev: 580000 User KW-0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam9 Full Length Uniform Loads Summary [Deflections Title : Dsgnr: Description : Scope : General Timber Beam General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Section Name MicroLam: 3.5x11.25 Center Span 9.00 ft Lu 0.00 ft Beam Width 3.500 in . Left Cantilever ft Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Truss Joist - MacMillan, MicroLam 1.9 E Bm Wt. Added to Loads Fb Base Allow 2,600.0 psi Load Dur. Factor 1.000 Fv Allow 285.0 psi Beam End Fixity Pin -Pin Fc Allow 750.0 psi Wood Density 32.500 pcf E 1,900.0ksi Center DL 118.00 #/ft LL 76.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Job # Date: 9:14AM, 13 DEC 07 Beam Design OK Span= 9.00ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.128 : 1 Maximum Moment 2.1 k -ft Maximum Shear * 1.5 1.1 k Allowable 16.0 k -ft Allowable 11.2 k Max. Positive Moment 2.05 k -ft at 4.500 ft Shear: @ Left 0.91 k Max. Negative Moment 0.00 k -ft at 9.000 ft @ Right 0.91 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.036 in Max. M allow 16.00 Reactions... @ Right 0.000 in fb 333.89 psi fv 27.55 psi Left DL 0.57 k Max 0.91 k Fb 2,600.00 psi Fv 285.00 psi Right DL 0.57 k Max 0.91 k 1 933 -2. ecw C alculalions Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.024 in -0.038 in Deflection 0.000 in 0.000 in ...Location 4.500 ft 4.500 ft ...Length /Deft 0.0 0.0 ...Length /Deft 4,549.5 2,845.29 Right Cantilever... Camber ( using 1.5' D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.036 in ...Length /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 1 r Rev. 580000 User KW-0605873, Ver 5.8 0, 1- Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description Beam10 General Information LFull Length Uniform Loads Deflections Section Name PrIlm: 3.5x11.25 Beam Width 3.500 in Beam Depth 11.250 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin -Pin Wood Density 32.500 pcf Center Left Cantilever Right Cantilever Summary Center Span... Deflection ...Location ... Length /Defl Camber ( using 1.5 @ Center @ Left @ Right 1 Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,994.56 psi Fb 2,900.00 psi DL DL DL 12.27 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 17.84 fv Fv Span= 13.00ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.688: 1 Maximum Moment 12.3 k -ft Allowable 17.8 k -ft Dead Load -0.109 in 6.500 ft 1,431.1 " D.L. Defl) ... 0.164 in 0.000 in 0.000 in 132.00 #/ft #/ft #/ft General Timber Beam 123.13 psi 290.00 psi Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined I Center Span 13.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc AIIow 650.0 psi E 2,000.0 ksi at 6.500 ft at 13.000 ft Total Load -0.449 in 6.500 ft 347.11 LL LL LL Reactions... Left DL Right DL 33 Title : Dsgnr: Description : Scope : 440.00 #/ft #/ft #/ft Maximum Shear * 1.5 Allowable Shear: Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Job # Date: 9:14AM, 13 DEC 07 0.00 ft 0.00 ft 0.00 ft Beam Design OK 4.8 k 11.4 k @ Left 3.78 k @ Right 3.78 k Camber: @ Left 0.000 in @ Center 0.164 in @ Right 0.000 in 0.92 k 0.92 k Max 3.78 k Max 3.78 k 1933 - Qcw:Caleulations Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 1 Rev: 580000 User KW-0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam11 General Information i eflections Section Name MicroLam: 3.5x11.25 Beam Width 3.500 in Beam Depth 11.250 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin -Pin Wood Density 32.500 pcf Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL Span= 9.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,879.22 psi Fb 2,600.00 psi Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 @ Center @ Left @ Right 11.56 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 16.00 fv Fv Dead Load -0.082 in 4.500 ft 1,315.3 ' D.L.Defl) ... 0.123 in 0.000 in 0.000 in 430.00 #/ft #/ft #/ft Title : Dsgnr: Description : Scope : General Timber Beam 155.04 psi 285.00 psi Job # Date: 9:14AM, 13 DEC 07 1933 -2. en, enlcula8cne Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow E Depth = 11.25in, Ends are Pin -Pin 0.723 : 1 11.6 k -ft 16.0 k -ft at 4.500 ft at 9.000 ft Total Load -0.214 in 4.500 ft 505.54 ?�1 LL LL LL Reactions... Left DL Right DL Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Defl 9.00 ft Lu ft Lu ft Lu MicroLam 1.9 E 2,600.0 psi 285.0 psi 750.0 psi 1,900.0 ksi 703.00 #/ft #/ft #/ft 0.00 ft 0.00 ft 0.00 ft Beam Design OK Maximum Shear * 1.5 6.1 k Allowable 11.2 k Shear: @ Left 5.14 k @ Right 5.14 k Camber: @ Left 0.000 in (� Center 0.123 in @ Right 0.000 in 1.97 k Max 5.14k 1.97 k Max 5.14 k peed Load( Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 580000 I User: KW- 0605873, Ver 5.8.0, 1- Dec -2003 I- (c)1983 -2003 ENERCALC Engineering Software Description Beam1 General Information Section Name MicroLam: 3.5x11.25 Beam Width 3.500 in Beam Depth 11.250 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin -Pin Wood Density 32.500pcf Full Length Uniform Loads [Deflections Center Left Cantilever Right Cantilever $ Summary 1 DL DL DL Span= 8.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 859.36 psi Fb 2,600.00 psi Center Span... Dead Load Deflection -0.035 in ...Location 4.000 ft ...Length /Deft 2,777.9 Camber ( using 1.5 D.L. Defl ) ... @ Center 0.052 in @ Left 0.000 in @ Right 0.000 in 287.00 #/ft #/ft #/ft Depth = 11.25in, Ends are Pin -Pin 0.331 : 1 5.3 k -ft 18.0 k -ft at 4.000 ft at 0.000 ft 5.29 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 16.00 fv 77.34 psi Fv 285.00 psi General Timber Beam Code Ref: 1997 NOS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 8.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi Fv Allow 285.0 psi Fc Allow 750.0 psi E 1,900.0 ksi Total Load -0.077 in 4.000 ft 1,243.69 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : 365.00 #/ft #/ft #/ft Maximum Shear • 1.5 Allowable Shear: 3.0 k 11.2 k @ Left 2.64 k @ Right 2.64 k Camber: @ Left 0.000 in @ Center 0.052 in @ Right 0.000 in 1.18 k 1.18 k Left Cantilever... Deflection ... Length /Deft Right Cantilever... Deflection ... Length /Defl Job # Date: 9:14AM, 13 DEC 07 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 2.64 k Max 2.64 k 1933 - acw Calcuialion, Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 580000 User. KW-0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam12 General Information Deflections Section Name PrIIm;5.25x11.25 Beam Width 5.250 in Beam Depth 11.250 in Member Type Sawn Bm Wt. Added to Loads Load Our. Factor Beam End Fixity Wood Density [Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right Point Loads Dead Load Live Load ...distance L Summary 2,650.0 Ibs Ibs 2.000 ft 1 Span= 15.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,740.57 psi Fb 2,900.00 psi Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 @ Center @ Left @ Right 1.000 Pin -Pin 32.500 pcf 16.00 #/ft LL @ Left 16.00 #/ft LL @ Right 163.00 #/ft LL @ Left 163.00 #/ft LL @ Right 4,350.0 lbs Ibs 13.000 ft Dead Load -0.422 in 7.680 ft 426.1 * D.L. Defl ) ... 0.634 in 0.000 in 0.000 in Ibs Ibs 0.000 ft = 5.250in x Depth = 11.25in, Ends are Pin -Pin 0.600 : 1 16.1 k -ft 26.8 k -ft 16.06 k -ft at 8.280 ft -0.00 k -ft at 15.000 ft 0.00 k -ft 0.00 k -ft 26.76 fv 158.75 psi Fv 290.00 psi Total Load -0.557 in 7.620 ft 323.40 36 Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: General Timber Beam Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Center Span 15.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi 52.00 #/ft 52.00 #/ft 151.00 #/ft 151.00 #/ft Ibs Ibs 0.000 ft Maximum Shear * 1.5 Allowable Shear: Camber: 3.92 k 5.43 k Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Defl Start Loc End Loc Start Loc End Loc Ibs Ibs 0.000 ft Job # Date: 9:14AM, 13 DEC 07 0.000 ft 2.000 ft 2.000 ft 15.000 ft Ibs Ibs 0.000 ft 0.00 ft 0.00 ft 0.00 ft Beam Design OK 9.4 k 17.1 k @ Left 4.87 k @ Right 6.55 k @ Left 0.000 in @ Center 0.634 in @ Right 0.000 in Max 4.87 k Max 6.55 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 1933 - 2 9ew•Caleulatione Ibs Ibs 0.000 ft r Rev: 580000 User: KW- 0605873, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Description [General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Load Dur. Factor Beam End Fixity Wood Density Trapezoidal Loads #1 DL @ Left DL @ Right [ Point Loads Dead Load Live Load ...distance Summary Deflections Beam13 5.125x18 Loads 6,550.0 lbs Ibs 8.000 ft 1 5.125 in 18.000 in GluLam 1.000 Pin -Pin 32.500 pcf 200.00 #/ft 200.00 #/ft Ibs Ibs 0.000 ft General Timber Beam LL @ Left LL @ Right Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,700.0 ksi Ibs Ibs 0.000 ft Span= 20.00ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment 8.000 ft Max. Negative Moment 20.000 ft Max @ Left Support Max @ Right Support Max. M allow fb 2,093.41 psi Fb 2,315.91 psi Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D. @ Center @ Left @ Right Dead Load -0.551 in 9.680 ft 435.7 L. Defl) ... 0.826 in 0.000 in 0.000 in 0.904 : 1 48.3 k -ft 53.4 k -ft 48.28 k -ft at 0.00 k -ft at 0.00 . k -ft 0.00 k -ft 53.41 fv Fv 107.74 psi 240.00 psi Total Load -0.746 in 9.840 ft 321.90 Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined 350.00 #/ft 350.00 #/ft Ibs Ibs 0.000 ft 20.00 ft Lu ft Lu ft Lu 4.86 k 4.51 k Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Defl Start Loc End Loc Ibs Ibs 0.000 ft Maximum Shear * 1.5 Allowable Shear: Job # Date: 9:15AM, 13 DEC 07 0.00 ft 0.00 ft 0.00 ft 8.000 ft 20.000 ft Ibs Ibs 0.000 ft 1933 2.ecw Ibs Ibs 0.000 ft Beam Design OK 9.9 k 22.1 k @ Left 6.12 k @ Right 7.45 k Camber: @ Left 0.000 in @ Center 0.826 in @ Right 0.000 in Max 6.12k Max 7.45 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 1 Title : Dsgnr: Description : Rev: 580000 L_ User: KW Ver 5.8.0, 1 Dec - 2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam14 -UPPER FLOOR JOIST j_FuII Length Uniform Loads Scope : General Timber Beam Job # Date: 9:15AM, 13 DEC 07 1933.2 acw Calatlations General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 2x12 Center Span 18.00 ft Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Hem Fir, No.2 Bm Wt. Added to Loads Fb Base Allow 850.0 psi Load Dur. Factor 1.150 Fv Allow 150.0 psi Beam End Fixity Pin -Pin Fc Allow 405.0 psi Repetitive Member Wood Density 32.500 pcf E 1,300.0 ksi Center DL 16.00 #/ft LL 52.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft L Summary 1 Beam Design OK Span= 18.00ft, Beam Width = 1.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.981 : 1 Maximum Moment 2.9 k -ft Maximum Shear * 1.5 0.9 k Allowable 3.0 k -ft Allowable 2.9 k Max. Positive Moment 2.91 k -ft at 9.000 ft Shear: @ Left 0.65 k Max. Negative Moment 0.00 k -ft at 0.000 ft © Right 0.65 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft © Center 0.303 in Max. M allow 2,96 Reactions... © Right 0.000 in fb 1,102.98 psi fv 51.47 psi Left DL 0.18 k Max 0.65 k Fb 1,124.13 psi Fv 172.50 psi Right DL 0.18 k Max 0.65 k [Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.202 in -0.733 in Deflection 0.000 in 0.000 in ...Location 9.000 ft 9.000 ft ...Length /Defl 0.0 0.0 ...Length /Defl 1,068.2 294.66 Right Cantilever... Camber ( using 1.5' D.L. Defi ) ... Deflection 0.000 in 0.000 in @ Center 0.303 in ...Length /Defl 0.0 0.0 @ Left 0.000 in © Right 0.000 in • Rev: 580000 User: KW- 0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam15 -UPPER FLOOR JOIST CANT. General Information L. Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 2x12 Center Span 18.00 ft Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 11.250 in Right Cantilever 2.00ft Lu 0.00 ft Member Type Sawn Hem Fir, No.2 Bm Wt. Added to Loads Fb Base Allow 850.0 psi Load Dur. Factor 1.150 Fv Allow 150.0 psi Beam End Fixity Pin -Pin Fc Allow 405.0 psi Repetitive Member Wood Density 32.500pcf E 1,300.0 ksi Full Length Uniform Loads 1 Center DL 16.00 #/ft LL 52.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL 16.00 #/ft LL 78.00 #/ft Summary Span= 18.00ft, Right Cant= 2.00ft, Beam Width = 1.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.975 : 1 Maximum Moment 2.9 k -ft Maximum Shear * 1.5 0.9 k Allowable 3.0 k -ft Allowable 2.9 k Max. Positive Moment 2.89 k -ft at 8.960 ft Shear: @ Left 0.64 k Max. Negative Moment -0.04 k -ft at 18.000 ft @ Right 0.66 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support -0.20 k -ft @ Center 0.294 in Max. M allow 2.96 Reactions... @ Right 0.098 in fb 1,095.48 psi fv 52.80 psi Left DL 0.18 k Max 0.64k Fb 1,124.13 psi Fv 172.50 psi Right DL 0.22 k Max 0.85 k Deflections Center Span... Dead Load Total Load Deflection -0.196 in -0.727 in ...Location 8.960 ft 8.960 ft ...Length /Deft 1,100.8 297.10 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.294 in @ Left 0.000 in @ Right 0.098 in General Timber Beam 31 Title : Dsgnr: Description : Scope : Job # Date: 9:15AM, 13 DEC 07 1933 -2. Gew•Calculatiens Beam Design OK Left Cantilever... Dead Load Total Load Deflection 0.000 in 0.000 in ...Length /Defl 0.0 0.0 Right Cantilever... Deflection 0.065 in 0.248 in ...Length /Defl 734.4 193.7 1 it e 14' X 1 SCREENED FDN YEWS ( 15 )RECO — — — — .... . . . .. I 4' 5'-0' 5'-0' 3 g i • 3'-0' AY. Iv KIV __ I 1 I I - i IS J 6 MIL VAPOR BARRIER TTP. 4 'clo q )4 I C ; i p h - 11111. 1- - DBL DM " . . 5'-0' 5'-0' . 5'4 *Ilr 5'-0• • g - I)f 24XIBM4 ■ 1 CRAWL SPACE MA X stAN ,-., AC.CE55 I , ' .:,:... ..,.. .:. BLOCK GUT FOR MEC14.11ORK I V 24 Tr r.m. ! ',-; Is ' .6' s .6 . ' . ' - 39 ; 7 Y os 1 plli cow t 1 I WAS2ficatMQZ 4' : FILL 1'' c'ip SLOPE 3/16' i FT TOWARD DOORS I 1 0 1 6 0 C 1 0 I I 1 - C ' 4' 0' 1 ... . ; 7 • ., .., .• i 4%5' I I I h • 1 13 L CONT. FIG • \ . • 1 — .. ., , , T ILAILCILOME 7 71 , _J 1 • 5¢ 35 a a JIM FOUNDATION / FRAMING PLAN d4 a ;0 0 CASCADE Residential Design, Inc. Ptdt 1 1.33/2- Job Name Location Technical Representative By TUG r4 i u N[ T oAJ Sheet 107 South 76th Si. • la(oma,WA 98 253.284.3170 • 2!)1)84.3183 fax email: cascade(a)ix.netcom.corn of Date Job Number 07 - Lg - d-- - - General Information !Full Length Uniform Loads 1 • Rev 580000 - User: KW-0605873, Ver5.8.0, 1- Dec -2003 General Timber Beam (c)1983 -2003 ENERCALC Engineering Software Description Beam16- FOUNDATION BEAM W/ NO BEARING WALL ABOVE Summary Deflections Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Center Left Cantilever Right Cantilever Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 © Center @ Left @ Right 1 DL DL DL 3.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf Span= 6.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment 3.000 ft Max. Negative Moment 6.000 ft Max © Left Support Max © Right Support Max. M allow Reactions... fb 486.11 psi Left DL Fb 900.00 psi Right DL Dead Load -0.009 in 3.000 ft 8,343.4 D.L. Defl) ... 0.013 in 0.000 in 0.000 in 102.00 #/ft #/ft #/ft 0.540 : 1 2.0 k -ft 3.7 k -ft 2.02 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 3.74 fv Fv 46.46 psi 180.00 psi Title : Dsgnr: Description : Scope : Job # Date: 9:15AM, 13 DEC 07 1933 - 2 am Calculations Code Ref: 1997 NOS, 2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E Total Load -0.035 in 3.000 ft 2,029.76 LL LL LL 6.00 ft ft ft 900.0 psi 180.0 psi 625.0 psi 1,600.0 ksi 340.00 #/ft #/ft #/ft Maximum Shear Allowable Shear: Camber: 0.33 k 0.33 k Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Lu Lu Lu * 1.5 @ Left @ Right @ Left @ Center @ Right Max Max 0.00 ft 0.00 ft 0.00 ft Beam Design OK 1.5 k 5.8 k 1.35 k 1.35 k 0.000 in 0.013 in 0.000 in 1.35 k 1.35 k Dead Load Total Load 0.000 in 0.000 In 0.0 0.0 0.000 in 0.000 in 0.0 0.0 • Rev: 580000 User. KW- 0605873, Ver 5.8.0, 1- Dec -2003 (e)1683 -2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : General Timber Beam Description Beam17- FOUNDATION BEAM W/ BEARING WALL ABOVE 1 General Information [Deflections Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary 1 Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 390.17 psi Fb 900.00 psi DL DL DL 3.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf Span= 5.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin 1.62 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 3.74 Center Span... Dead Load Deflection -0.007 in ...Location 2.500 ft ...Length /Defl 8,413.5 Camber ( using 1.5 * D.L. Deft) ... @ Center 0.011 in @ Left 0.000 in @ Right 0.000 in 180.00 #/ft #/ft #/ft 0.434 : 1 1.6 k -ft 3.7 k -ft at 2.500 ft at 0.000 ft fv 41.87 psi Fv 180.00 psi Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base altowabies are user defined Center Span 5.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi Total Load -0.020 in 2.500 ft 3,034.65 3 LL LL LL Reactions... Left DL Right DL 332.00 #/ft #/ft #/ft Maximum Shear * 1.5 Allowable Shear: 1.4 k 5.8 k @ Left 1.30 k @ Right 1.30 k Camber: @ Left 0.000 in @ Center 0.011 in @ Right 0.000 in 0.47 k 0.47 k Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ... Length /Defl Job # Date: 9:15AM, 13 DEC 07 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 1.30 k Max 1.30 k 1933 2.ecw:Calculations Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 580000 User KW-0605873, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam18 -MAIN FLOOR JOIST [General Information Section Name 2x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density LFull Length Uniform Loads Deflections Center Left Cantilever Right Cantilever Summary Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 @ Center @ Left @ Right DL DL DL 1.500 in 9.250 in Sawn 1.150 Pin -Pin 32.500 pcf Span= 15.00ft, Beam Width = 1.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,122.31 psi Fb 1,124.13 psi Dead Load -0.169 in 7.500 ft 1,062.3 *D.L.Defl) 0.254 in 0.000 in 0.000 in 2.00 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 2.00 fv Fv 16.00 #/ft #/ft #/ft General Timber Beam 52.14 psi 172.50 psi Title : Dsgnr: Description : Scope : Job # Date: 9:15AM, 13 DEC 07 1933 2.acw:Calculations 1 Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined) Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E LL LL LL Depth = 9.25in, Ends are Pin -Pin 0.998 : 1 2.0 k -ft 2.0 k -ft at 7.500 ft at 0.000 ft Total Load -0.630 in 7.500 ft 285.73 ire! Reactions... Left DL Right DL 15.00ft Lu ft Lu ft Lu 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi 52.00 #/ft #/ft #/ft Left Cantilever... Deflection ... Length /Defl Right Cantilever... Deflection ... Length /Defl 0.00 ft 0.00 ft 0.00 ft Repetitive Member Beam Design OK Maximum Shear * 1.5 0.7 k Allowable 2.4 k Shear: © Left 0.53 k @ Right 0.53 k Camber: @ Left 0.000 in @ Center 0.254 in © Right 0.000 in 0.14 k Max 0.53 k 0.14 k Max 0.53 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 1 1 Residential Engineering Group PROJECT: 1933/2 Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: Mark Myers, P.E. Maximum Load For 6x6 DF #1 Wood Post F 1000•psi CD := 1 E' := 1600000•psi F "c := Fc•CD'CFc Axial Load Capacity Slenderness Ratio (SL) SL :_ — h KCE' E' FCE= SL C p SL :_ — h C :_ l + FCE F" c 2•C KCE• E' FCE SL 1 + FCE F" c 2•C C := 0.8 KCE := 0.3 / 1 + FCE " 2 FCE — F" F" c c CFb := 1 F " = 1000 psi FCE = 992 psi 2•C F' := C F " F' = 688 psi Maximum Load For 6x6 HF #2 Treated Post F := 460•psi CD := 1 CFb := 1 CM := 1 Ct := 1 CL := 1 CF := 1 E' := 1045000•psi F" := Fc•CD•CFc F " = 460 psi Axial Load Capacity Slenderness Ratio (SL) C := 0.8 KCE := 0.3 FCE = 648 psi ( 1 + FCE 2 F" c 2•C F'c C F "c F'c = 365 psi C C = 0.69 Pmax F'c'A Pmax = 208161b (Maximum post Capacity) FCE. F " C CM := 1 Ct := 1 CL := 1 CF := 1 •Kf •K f Pmax := F' A psf := 44 plf := psf -ft 6x6 Wood Post Properties Kf := 1 h := 5.5•in t := 5.5.in A: =th t h 3 I := I = 76.3 in 12 S :_ — I.2 S = 27.7 in h 6x6 Treated Wood Post Properties Kf := 1.0 h := 5.5-in t := 5.5.in A := t.h th 3 I:= I= 76.3in 12 I.2 S := h S = 27.7 in C = 0.79 ( = 0.6 for unbraced nailed built up posts - 0.75 for bolted) A = 30.3 in psf := psi 144 plf := psf•ft (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) A =30.3 in P max = 11054 Ib (Maximum post Capacity) Ib := plf H:= 10.083 ft lb:= plf.ft H:= 10.083 -ft 12/12/2007 Residential Engineering Group, LLC 1933 -2, New.mcd Residential Engineering Group PROJECT: 1933/2 Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: Mark Myers, P.E. psf := 4 plf := psf•ft lb := plf•ft H:= 16.064 F := 1300•psi CD := 1 CFb := 1 CM := 1 C := 1 CI := 1 CF := 1.1 E' := 1300000•psi 3 -2x6 Built Up Post Properties Maximum Load For 3 -2x6 HF #2 Built up Wood Post F" := F F" = 1430 psi Axial Load Capacity Slenderness Ratio (SL) SL := h C := 0.8 KCE := 0.3 KCE' E' FCE SL C p :_ F', := C " psf := psi plf := psf.ft lb := plf.ft H:= 10.083.ft 144 F := 1300-psi CD := 1 CFb := 1 CM := 1 C := 1 CL := 1 CF := 1.1 E' := 1300000•psi 2 -2x6 Built Up Post Properties F " := FC'CD.CFC Maximum Load For 2 -2x6 HF #2 Built up Wood Post Axial Load Capacity Slenderness Ratio (SL) SL := H C := 0.8 h KCE' E' FCE SL C p :_ 1 + FCE F" c 2 -C 1 + FCE F" c FCE = 806 psi / FCE 2 FCE 1 + F " F " 2•C � C F' = 682 psi F " = 1430 psi KCE := 0.3 FCE = 806 psi + FCE \ 2 FCE I F" F" c c 2•C ' \ 2•C C F'c := C " F' = 682 psi ' ' Pmax F' Kf := 1.0 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := (5.5)•in t:= 3•(1.5)•in A := t -h A = 24.8 in 3 I := t h I = 62.4 in 12 S:= I — S= 22.7in h C = 0.48 Amax F'c A 1 max = 16871 lb (Maximum post Capacity) Kf := 1.0 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 5.5•in t:= (2)•1.5•in A := t•h A = 16.5 in 3 I:= th I= 41.6in4 12 S = 15.1 in Cp = 0.48 P max = 11247 lb (Maximum post Capacity) 12/12/2007 Residential Engineering Group, LLC 4 6 1933 -2, New mcd Residential Engineering Group PROJECT: 1933/2 Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253- 284 -3100 Fax: 253 -284 -3183 Designer: Mark Myers, P.E. Maximum Load For 3 -2x4 HF #2 Built up Wood Post F := 1300-psi CD := 1 E' := 1300000-psi F "c Fc'CD'CFc Axial Load Capacity Slenderness Ratio (SL) SL :_ — h KCE' E' FCE SL C 1 + FCE F" c F'c := Cp•F"c Axial Load Capacity Slenderness Ratio (SL) SL := — h FCE Cp := KCE' E' SL C := 0.8 F " = 1430 psi KCE := 0.3 CFb := 1 CM := 1 Ct := 1 CL := 1 CF := 1.1 FCE = 326 psi 1+ F" c 2.0 2•C j C Maximum Load For 2 -2x4 HF #2 Built up Wood Post F := 1300. psi CD := 1 E' := 1300000. psi F "c:= Fc'CD'CFc F " 1430 psi C: =0.8 KCE: =0.3 1 +FCE 1+ FCE F" F" c c 2.0 ). 2.0 C F' := C F " F' = 309 psi 2 FCE \ FCE F " Kf F' = 309 psi Pmax := F' Kf := 1.0 h := 3.5•in t:= 3.1.5•in A := t•h t•h I:= — 12 psi psf 144 plf := psf•ft 3 -2x4 Built Up Post Properties A = 15.8 in I = 16.1 in S := I - S = 9.2 in psf := psi plf := psf-ft 144 CFb := 1 CM := 1 Ct := 1 CL := 1 CF := 1.1 FCE = 326 psi )2 FCE F" c •K f Pmax := F' h C = 0.22 Pmax = 4871 lb (Maximum post Capacity) 2 -2x4 Built Up Post Properties Kf := 1.0 h := 3.5.in t:= (2)•1.5•in A := t•h th 3 I:= I= 10.7in 12 1.2 S:= — S= 6.1in h C =0.22 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) A = 10.51n Pmax = 3247 Ib (Maximum post Capacity) lb:= plf -ft H:= 10.083•ft` lb := plf ft 4FT =h 12/12/2007 Residential Engineering Group, LLC 1933 -2, New.mcd 12/12/2007 Residential Engineering Group PROJECT: 1933/2 Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: Mark Myers, P.E. Maximum Load For 4x4 HF #2 Treated Foundation Post F := 1040 psi CD := 1 CFb := 1 CM := 1 C := 1 CL := 1 C Fc := 1 E' := 1235000 -psi F " := F F " = 1040 psi Axial Load Capacity Slenderness Ratio (SL) SL :_ — h FCE:- SL C C KCE' E' 1+ FCE F" c 2.0 C := 0.8 KCE := 0.3 F' := C " F' = 390 psi Pmax := F'c•A Pmax = 47721b (Maximum post Capacity) Maximum Load For 4x4 HF #2 Treated Deck Post psf := psi plf := psf-ft Ib := plf.ft 144 F := 1040•psi CD := 1 CFb := 1 CM := 1 Ct := 1 CL := 1 CF := 1 E' := 1235000•psi F� Fc.CD•CFc F " 1040 psi 4x4 Treated Wood Post Properties Axial Load Capacity Slenderness Ratio (SL) SL := H C := 0.8 h KCE' E' FCE SL 1 + FCE F" c FCE = 436 psi / 1 + FCE 2 F CE — F" C F" c 2.0 C _ Kf C = 0 . 3 7 KCE := 0.3 FCE = 310 psi ( FCE 2 FCE l + F" F" c c F' := C F " F' = 288 psi 2.0 J 2•C i C - Kf 4x4 Treated Wood Post Properties Kf := 1.0 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 3.5.in t := 3.5•in psf := psi pif := psf-ft lb := plf•ft - I-t : = "3:ft 144 A := t•h A = 12.3 in th 3 I := I= 12.5in 12 S:= 1 - S= 7.1in h Kf := 1.0 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 3.5.in t := 3.5.in A := tit A = 12.3 in 3 I := t h I = 12.5 in 12 S:= 1 - S= 7.lin h C = 0.28 Pmax F'c'A Pmax = 35281b (Maximum post Capacity) Residential Engineering Group, LLC 1933 -2, New.mcd Project: Cd DPF/e .l t/�'is�,'� Type of Inspection — .3 A7 /;./G_Z - Address: 2 / S /`+'O sT_ Date Called: Special Instructions: / Date Wanted: a.m. Requester: Phone No: �4 Z X 48 —a 3 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION !Z 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 Approved per applicable codes. Corrections required prior to approval. COMMENTS: • Spector: Date: 60.00 REINSPECTION F`EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: .OMMENTS: Ue'i - Type of Inspections I —I-N.S Address: S– / 4'd 5-7— Date Called: C.: ( ('A) 7�sv Special Instructions: r / _ (1,p, Requester: she: Vf Phone No: �/� 204.-727- /72 ftfc - :C 1 - . A {L ' A fie. 0 P i< - LIA-1JL Jtk) (fo)r `i-»J) : 'A '.J itlJe • . i I II Project* je c t ., Ue'i - Type of Inspections I —I-N.S Address: S– / 4'd 5-7— Date Called: C.: ( ('A) 7�sv Special Instructions: r / Date � Wanted: : Q � , (1,p, Requester: Phone No: �/� 204.-727- /72 7 r o PERMIT NO. CITY OF TUKWILA BUILDING DIVISION re 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 INSPECTION NO. Approved per applicable codes. I Corrections required prior to approval. Inspec INSPECTION RECORD Retain a copy with permit A98 -623' Date: i ' : ,. v q "t 4 ❑ $60.00 REINSPECTION FEE REJIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite T00. Call to schedule reinspection. Receipt No.: Date: Project: (At, _ G 9 cr /fir t.sc c&j of Inspection: .. _, l,JA'ti :DU J (1-� )fl A) / f `✓ /10 4 5 � / Date Called: L'-� k : Ai Special Instructions: 1 — j ! / Date Wanted: 2 8. J f :. Requester: Phone G_ 22 1- 4 - 7 Z. 6L)S INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION P 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: u (.1) / 4 1 Inspector:( 1 `� Date: Y . "7 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: 1012§2101180076. tisilemsfaboNstake4A.u,n.... COMMENTS: t k1k k D 0 ti.-/ n ' - 1 — v (A /J AT Address .3.1 i i .5.2v 1 415 A A k- 5 J f-e t k j Date Called: ; -,-, A Special Instructions: / 5 1-- i L■ Z pf 01 j /f 8t a.m. Requester: (:, , E uA. Phone Na -1(1f1 - I-4 t 7Q — �— 1. Si.-- pc:,r■.t < ` W P� 15A/ i f N .-' - A 1 1 Project: u Cl ���� Type of Inspection: i A 1-•.. Ai Address .3.1 i i .5.2v 1 415 St Date Called: Special Instructions: / 5 1-- i L■ Date Wanted: a.m. Requester: Phone Na -1(1f1 - I-4 t 7Q — �— 1. "Do - o23 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 12 " 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. or ctions required prior to approval. 4f Inspects:( / \% 1 Date: ? „or. ❑ $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: i C.‘- ( e:! : 1.•iP_ LF e` :1 4 .fl u.l f . f- L l - 7 : ('7 e r/ j' cfic 4.. l.., A.,, (C I c 11 (e A`a c -�/ 7 J ` r = '' t- / q if �) C I) j a 1 ' S [�.. C. f (1 J ,. l r d .ft -d' —J ef . / . v AA 4 . I kl. .A .1 r . rya �9 d / r,�4 -( (M id _, -- (C f, •• r/ k( �� /A G . - ll� 1/ 7 ;,11-.0 3) ,\ A . 1 E � - ;;;. -d .,.. lc> 57-i..., 69 f _... S .`'t.- / S t , v5. .) eicJ4' i 5 .c.1 (? I,J `- ot,.JJ RJR /lee. 1 9 1( Project: 6 p ..r 7k cJ u 4 k -r Type of Inspection: (J 0 kt . n li Address': 7A. 3111 S \ -i 61 /1' 5 7 '. Date Called: Special Instructions: 1 0T ft v Date Wanted: v Requester: Phone No: 3,-22 1-1'7 I- a ( # `1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION R 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. L o - 0 ZJ Corrections required prior to approval. $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. b Inspector( Date: t ?� ,S,..Va./ Receipt No.: Date: Project: ,.) ) c (- d i) f' J ; . [[ /y 7 T Yp e � o qtr_ 3 A r f re ! G 1 r ,, � �', Address : •f Date Called: / Special Instructions: Date Wanted: Y . a.m. Requester: Phone No: r �� ,, 2L) Co _ r f j L INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Dab' - ?.3 PVC NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. COMMENTS: () . (- A r Inspector Date: O O { Receipt No.: 'Date: _ Proj ct: ( C3o Pc' e �� Type of Inspection. ao S ho4A - t h t y 06 Ad 1-4 ( 1 S ` `o c „ r t Date Called: Special Instructions: Date Wanted: 12 Requester: Phone No i L{ 7 INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION P 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: IDat7 zS 0 REINSPECTION FEE I Fl for to inspection, fee must be a at 6300 Southcenter Blv ., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: as6, "-'- :xs rte» i st ° "` COMMENTS: • •'— • P .�� A + r ,! d Ali � 21 r 01 :_ ( , ) i . - J c 4, Date Called: Special Instructions: 1 �� ill J, 7 5_•j) 1 4 ) , ^ 5 .) _— ' ,; ): , . ._ 1 ; a — i f 4 , C Al • r' "-+- : ' , 2 7.i ' C . i r.7 F ■ ' R..'...i { i' ^.. • 1 f f ' air' -- < f A-t. 1 / - Z . ` (J S ( I.4 •S kA • ^ i ` A '''.1Y1111 i J(J L/ ;A 1 l f-- (!' i d�. - j •• 1 /J... 7:. 0n r I r - 1 1, Pr t: �r ve6p Ty of Inspe Lion 7/4/" ' Address: _39// s /'ivy Date Called: Special Instructions: 1 �� ill Date Want �_ Zr, n Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTI.N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 8- 6300 Southcenter Blvd., #100, Tukwila, WA 981.88 (206)431 -367 Approved per applicable codes. Corrections required prior to approval. Inspectgi: Date: (P $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: I Date: !l Pr ex ' 1" 1/4! l/ TYp n s Pect /t/ 4/6 / ' / j Adp2/ ...s _ Date Called: Special Instructions: / Date me JJyy�� a.m. Requester: Phone Dz --2 7 /q7 4=3 y36 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 • Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspecto Date: L _ f i d g 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: !/ I - „ s A6 vC,HB -+ P"`.ikfic m' '.'... +.S _ • • Project Type of Inspec n: Address: 1 3LI11s Date Called: Special Instructions: l� 1.) � /� � e (CA Al �{ t ` I � 1 Y" ...........:>_-- Date Wanted: a.m. C.� RequesTer: Phone 2 X r"2 7 ( ,�''] —/ [ ! 2._ INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION ` .. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)43 1 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: / v � —& 1 de i d A 0 t--■ Inspgtitor: Date: / 6 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: Date: ;:.. _ a = .1- ._. .r, :11.11:lhavgs9.W.;.Y' • COMMENTS: fi / Adddres : 3 S 140 t r Special Instructions: Date Wanted: a , t S-21-0.6 p.m. _SIM I l f\J ('J b �} ',Aso C,:` . 1 ! •or-f . - TkR,� 0. (i. AEI .`i , ■ 1,31, 1 -t1J, 1' Proigp p l � `o Typ@ of Ins ion: i "...)e, v Nyi- - �1 - Adddres : 3 S 140 Date Called: -. Special Instructions: Date Wanted: a , t S-21-0.6 p.m. Requester: Phone No: .icY 22-7 — ig72- INSPECTION RECORD Retain a copy with permit DU & ON 1F- (206)431 -3 7 PERMIT NO. CITY OF TUKWILA BUILDING DIVISI 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION NO. 0 Approved per applicable codes. E1 Corrections required prior to approval. Inspect: v L A Date: S ^ U e. 5` $58.00 REINSPECTION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: Date: P . • ject: Typ of Inspection: r• ' Date I Called: 1 to 0 2 / Special Instructions: Date Wante 11 _.e) te : Reque 4 Ph } 7_17 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #1 00, Tukwila, WA 98188 Approved per applicable codes. h18 PERMIT NO. (206)431 -3670 El Corrections required prior to approval. COMMENTS: 1 -41AN S , t? c ►§c Inspector: Date: W El $58.00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: Date: Pro' ct: c °. ( ✓C (,),,016.,2€ Type of Inspection: .<-5y ) Address: 3V// lye S-6 Date Called: o6,/,clog Special Instructions: Date Wanted: 4 /" /Q v Requester: Phone No: • ,g06 ,V97 /5'7dk IY) INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Da - oo23 PERMIT NO. (206)431 -3670 E Approved per applicable codes. Corrections required prior to approval. COMMENTS: cl Inspector: G eAa Date: b 1( ( e il ❑ $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: Date: January 27, 2011 Denise Hansel Hansel Construction, Inc. 16234 -15 Ave SW Burien WA 98166 -2822 Dear Ms. Hansel, i y of T Jim Haggerton, Mayor Dep. ; i t r : ent of Community Develop t ent Jack Pace, Director RE: Request for Re- Opening of Expired Permits Building Permits DOS -023 & 024 Electrical Permit EL09 -0337 This letter is in response to your written request for the re- opening of expired permitsD08 -023, D08 -024, and EL09 -0337. The Building Official has reviewed your letter and considered your request. It has been determined that the City of Tukwila Building Division will be unable to accommodate your request. Once permits have expired a new permit application must be made for the remaining work. Please note that when or if there is a change in ownership, permits are not transferrable. If a new owner takes over the remaining work they will be required to get their own permits. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, fer Marshall rnhit Technician File: Permit No. D08 -023, D08 -024, EL09 -0337 W:\Penmt Center\Extension Letters \Denials\Permits\20081D08 -023 Permit Extension Demal.doc jem 6300 Southcenter Boulevard, Suite #100 ® Tukwila, Washington 98188 • Phone: 206 - 431 -3670 o Fax: 206 - 431 -3665 U1/17/L011 t70. 3L LC10L400O0 • HANSEL CONSTRUCTION, INC. BUILDING QUALITY HOMES SINCE 1983 Fax #: 206 -431 -3665 January 25, 2011 Mr. Bob Benedicto City of Tukwila 6300 Southcenter Blvd., Ste #100 Tukwila, WA 98188 Re: Permit #EL09 -0337, expired 1/19/ Permit #D08 -023, expired 8/13/10 Permit #D08 -024, expired 8/13/10 3411 & 3415 S. 148 St., Tukwila Dear Bob, oPexitodt -2 Denise Hansel Vice President 11 Thank you for your consideration of this matter. Sincerely yours, HANSEL CONST., INC. fHIN .L L UIVJ 1 1INLi 101 4 r‘.41.1[. 01 1623415 Ave. S .W. Burien, WA 98188 -2822 HONE/FAX: (206) 248 -5680 E -MP�L: hanselconst @comcastnet 1\16I2 L (N4 1 t 1 0 "w +; I' .'I`.,_rn:e' F 7 FT r4 , - f' 4 TA. a:I- thlA t . & '. V / 3 1 }��.`. / ` "� r ? t S'� �.a�• L4 J • \' 3� i 4 L L ' Q� •.�` `f � ` l t -d 17-15r„0. `r ° � d� ' � � ' �' °' �. � � rofl; recently found out that the above listed permits were all expired, due to on oversight on my part. I respectfully ask for an extension. The houses are both finished for the most part. The house at 3415 still nFaeds to be hooked up to water and sewer before we can get the final inspection on it. We have run out of funds and the houses are both in foreclosure. We are doing our best to short-sale them before the bank takes possession. If there is any way that we can get these permits extended without having to pay the fees to reapply, we would greatly appreciate it. RECEIVED JAN 26 2011 PERIN CENTER GREG HANSEL 16234 15TH AVE SW BURIEN WA 98166 RE: Permit No. D08 -023 3411 S 140 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, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 08/13/2010. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and /or receive an extension prior to 08/13/2010, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely ...-----... ' Bill Rambo Permit Technician File: Permit File No. D08 -023 Cagy 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 February 18, 2010 Denise Hansel Hansel Construction, Inc. 16234 15 Ave SW Burien, WA 98166 -2822 RE: Request for Extensions Development Permit Nos. D08 -023 & D08 -024 Dear Ms. Hansel, This letter is in response to your written request for an extension to Permit Numbers D08 -023 and D08 -024. The Building Official has reviewed your letter and considered your request to extend the above referenced permits. The City of Tukwila Building Division will be extending the expiration date an additional 180 days, through August 13, 2010. If you should have any questions, contact our office at (206) 431 -3670. Sincerely, ifer Marshall it Technician Department of Community evelopment Jack Pace, Director File: Permit No. D08 -023 & D08 -024 W:\Permit Center\Extension Letters\Permits\2008\D08 -024 Permit Extension.doc Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 0 Phone: 206 - 431 -3670 0 Fax: 206 - 431 -3665 02- 16 -'10 11:15 FROM -CBSR HANSEL CONSTRUCTION, INC. BUILDING QUALITY HOMES SINCE 1983 February 16, 2010 City of Tukwila FEB 1 6 2090 COM Dept. of Community Development Attn: Bill Rambo REVEL �,,. kVELOP. 6300 Southcenter Blvd., Ste. 100 Tukwila, WA 98188 Re: Permit #D08 -023 Permit #D08 -024 Dear Mr. Rambo: We hereby request an extension of the above referenced permits. I apologize for the late request, I thought that I had submitted an extension request already and just realized today that I had not. We are working on these houses and expect to have them finished soon. Thank you for your consideration. Sincerely yours, V/ 2 0 Denise Hansel O. K 410.z/t-rae-d /.:o oz +12062416840 T -469 P001/001 F -970 16234 15 1 " Ave. S.W, Burien, WA 98166 -2822 PHONE/FAX: (208) 246 -5680 E -MAIL: hanselconsl c@comcasLnet exp`xl-efl t rec`sAved \ S , t (1 V9. to GREG HANSEL 16234 15TH AVE SW BURIEN WA 98166 RE: Permit No. D08 -023 3411 S 140 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, International Mechanical Code, Uniform Plumbing Code and /or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 02/14/2010. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 02/14/2010, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File: Permit File No. D08 -023 City of Tukwila Jim Haggerton, Mayor Department of Community Development I•cX ot,i_ Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 GREG HANSEL 16234 15TH AVE SW BURIEN WA 98166 RE: Permit No. D08 - 023 3411 S 140 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, International Mechanical Code, Uniform Plumbing Code and /or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 08/18/2009. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 08/18/2009, 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, RCA" Bill Rambo Permit Technician File: Permit File No. D08 -023 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 01 -02 -2009 GREG HANSEL 16234 15TH AVE SW BURIEN WA 98166 RE: Permit No. D08 -023 3411 S 140 ST TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a fmal inspection by the City of Tukwila Building Division. Per the International Building Code 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 fmal 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 writin,e 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 02/24/2009 , 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, er Marshall, Permit Technician xc: Permit File No. D08 -023 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 • Phone: 206- 431 -3670 a Fax: 206 - 431 -3665 Building Division Review Memo 1 • Date: January 28, 2008 Project Name: Cooper Development - Lot 2 Permit #: D08 -023 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. RE: previous letter, "The site plan does not show a footing or roof -drain discharge system. Provide additional plan details to identify a footing drain or a crawl space water discharge system." A circle drawn on the site plan is not sufficient for details. Please provide specific design details for the discharge system to include the drywell design. Footing drain details shall also be shown with the design as described in the Residential Building code. (IRC R405.1, R408.6) 5.04 d-cfa 1 o4ck t. to Co ■tca- Slue* A 2. In addition to item 1) provide elevations for the footing drain and drywell. Include dimensions for the drywell. l addjid tv car 61.144,4- A 3. The table for concrete specifies 3000 lb concrete. Concrete over 2500 lbs shall be special inspected. Either revise table or proved a special inspection schedule. (IBC 1704.4 #2. -2.3) 4 rev o 'Par-- 115 Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. DATE: CONTACT: RE: ADDRESS: ZONING: February 4, 2008 Jonathan Cooper D08 -023 34XX S. 140 (Lot #2) LDR PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. The following information is needed for further review: 1. Provide a scaled site plan showing the following: a. exact dimensions of the proposed building's floor plan; b. roof overhang; c. exact driveway location and dimensions. Sta. voles ‘&4%d d@z.iaas &aka -to si4c VA../ A sample residential site plan is enclosed for your reference. March 6, 2008 Jonathan Cooper 27013 Pacific Hy S, PMB 302 Des Moines, WA 98198 • Cizy of Tukwila Department of Community Development Jack Pace, Director RE: CORRECTION LETTER #1 Development Application Number D08 -023 Cooper Development — Lot 2 — 3411 S 140 St Dear Mr. Cooper, If you have any questions, please contact me at (206) 431 -3670. Sincerely, fiva- Brenda Holt Permit Coordinator encl xc: File No. D08 -023 P:\Pennit Center \Correction Letters\2008\D08 -023 Correction Ltr #1.DOC wer Jim Haggerton, Mayor This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building and Planning Departments. At this time the Fire and Public Works Departments have no comments. Building Department: Allen Johannessen, at 206 - 433 -7163 if you have questions regarding the attached comments. Planning Department: Rebecca Fox, at 206 - 431 -3683 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Building Division Review Memo • • Date: January 28, 2008 Project Name: Cooper Development - Lot 2 Permit #: D08 -023 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. RE: previous letter, "The site plan does not show a footing or roof -drain discharge system. Provide additional plan details to identify a footing drain or a crawl space water discharge system." A circle drawn on the site plan is not sufficient for details. Please provide specific design details for the discharge system to include the drywell design. Footing drain details shall also be shown with the design as described in the Residential Building code. (IRC R405.1, R408.6) 2. In addition to item 1) provide elevations for the footing drain and drywell. Include dimensions for the drywell. 3. The table for concrete specifies 3000 lb concrete. Concrete over 2500 lbs shall be special inspected. Either revise table or proved a special inspection schedule. (IBC 1704.4 #2. -2.3) Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. DATE: CONTACT: RE: ADDRESS: ZONING: February 4, 2008 Jonathan Cooper D08 -023 34XX S. 140 (Lot #2) LDR PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. The following information is needed for further review: 1. Provide a scaled site plan showing the following: a. exact dimensions of the proposed building's floor plan; b. roof overhang; c. exact driveway location and dimensions. A sample residential site plan is enclosed for your reference. i January 15, 2008 Jonathan Cooper Cooper Development 27013 Pacific Hy S, PMB 302 Des Moines, WA 98198 Dear Mr. Cooper, Sincerely, Brenda Holt Permit Coordinator Enclosures File: D08 -023 • City of Tukwila • Department of Community Development Jack Pace, Director RE: Letter of Incomplete Application # 1 Development Permit Application D08 -023 Cooper Development — lot #2 — 34XX S 140 St This letter is to inform you that your permit application received at the City of Tukwila Permit Center on January 11, 2008 is determined to be incomplete. Before your application can continue the plan review process the following items from the following department need to be addressed: Building Department: Allen Johannessen at 206 433 -7163 if you have any questions concerning the following comments. Please address the comment above in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. P:Wermit CenterUncomplete Letters\2008\D08 -023 Incomplete Ltr # 1.DOC jem In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 • Determination of Completeness Memo Date: January 15, 2008 Project Name: Cooper Development - Lot 2 Permit #: D08 -023 Plan Review: Allen Johannessen, Plans Examiner 2. Complete a Residential Heating and Ventilation Compliance Form. • Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The site plan does not show a footing or roof -drain discharge system. Provide additional plan details to identify a footing drain or a crawl space water discharge system. Show roof drainage system or downspouts. The footing discharge system will generally be separate from the roof drain system. Coordinate any combined discharge systems with the Tukwila Public Works Department. The intent is that groundwater will not accumulate in the basement or crawl space. (IRC R405.1, R408.6) Should there be questions concerning the above requirements, contact the Building Division at 206 - 431 -3670. No further comments at this time. ACTIVITY NUMBER: D08 -023 DATE: 03 -25 -08 PROJECT NAME: COOPER DEVELOPMENT - LOT 2 SITE ADDRESS: 3411 S 140 ST Original Plan Submittal X Response to Correction Letter # 1 Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: Bui ton Public Works n DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Please Route TUES/THURS ROUTING: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 • PERMIT COORD COPY 4° PLAN REVIEW /ROUTING SLIP REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Fire Prevention Structural Incomplete n n hi ,L PI n ing ivis on Permit Coordinator n DUE DATE: 03-27-08 Structural Review Required ❑ No further Review Required DATE: DUE DATE: 04-24 -08 Approved Approved with Conditions `� Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Not Applicable Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D08 -023 DATE: 01 -22 -08 PROJECT NAME: COOPER DEVELOPMENT, LOT 2 SITE ADDRESS: 34XX S 140 ST Original Plan Submittal Response to Correction Letter # X Response to incomplete Letter # 1 Revision # After Permit Issued DEPART ENTS: v t Am li 0.0 Of) B i •Q g Division Pu la DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ LETTER OF COMPLETENESS MAILED: Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUT G: Please Route REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28 -02 'PERMIT COORD COPY • PLAN REVIEW /ROUTING SLIP Fire Prevention Structural Incomplete Structural Review Required Approved with Conditions Piarinin d uivision Permit Coordinator DUE DATE: 01-24-08 Not Applicable ❑ No further Review Required DATE: DATE: n n DUE DATE: 02-21 -08 Not Approved (attach comments) Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg [ /� Fire ❑ Ping PW ❑ Staff Initials: g D PARTMENTS: g e �l I .n Public Works Complete ❑ Comments: Documents/routing slip.doc 2 -28-02 *EMIT COORD COPY � PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D08 -023 DATE: 1 -11 -08 PROJECT NAME: COOPER DEVELOPMENT - LOT 2 SITE ADDRESS: 34XX S 140 ST X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued 6(2_ Aix- tog Fire Prevention Structural ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs. Incomplete TUESITHURS ROUTING: Please Route ❑ Structural Review Required ❑ REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: DUE DATE: 1 -15 -08 Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: 1 "b V LETTER OF COMPLETENESS MAILED: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required ❑ DATE: DUE DATE: 2 -12 -08 Approved ❑ Approved with Conditions 11 Not Approved (attach comments) I I Notation: REVIEWER'S INITIALS: DATE: Planning Division Permit Coordinator Not Applicable ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: A 4. 1 REVISION SUBMITTAL 1 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 3 2.5'0$ ft City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Pewter OEN To Project Name: COOPER DEVELOPMENT - LOT 2 Project Address: 3411 S 140 Street Contact Person: Jonathan Cooper Phone Number: aob -3 %-2I7 Summary of Revision: 120,6 € ov, s t Covtr Slna.e-t f S+ ie. ?law! a5 rrevzsicc , & c.,e i I' a S Covtu-e:t, WoLe, . C over S1 -a-e. A Woke e s s S pt. u c a*ovn s 1 (5 Sheet Number(s): � "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on Plan Check/Permit Number: D08-023 \applications \forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: • Cfl NAR25 Osc REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: OS Response to Incomplete Letter # / ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: ezicer - 1-01- Z Project Address: 3 4 - X ( c S. /40 Contact Person: �pa1jtt-4?"4-a1 c9/a-t Phone Number: 20 -17g-24z-1 Summary of Revision: • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.citukwila.wa.us bn.{ -e! 1 toca�trl )nG,'ca*d r i psi p(an- (6%.110,-c(Ai ` J t-k i- n a.n.d � te�c•h• 'trn C&Kp -f m(Pm( Sheet Number(s): AC (Cove/ sit f "Cloud" or highlight all areas of revision including date o Received at the City of Tukwila Permit Center by: It Entered in Permits Plus on 0 t { i -t (� \applications \forms- applications on Iine\revision submittal Created: 8 -13 -2004 Revised: Plan Check/Permit Number: revision d�S -oz3 Steven M Mullet, Mayor Steve Lancaster, Director RECEIVED niTv JAN 2 2 2008 `' d1MII GENTEFt Part A: (To Be Completed by Applicant) Purpose of Certificate: ❑ Building Permit ❑ Preliminary Plat or PUD ❑ Other is Short Subdivision ❑ Rezone Proposed Use: ❑ Residential Single Family ❑ Residential Multi - Family ❑ Commercial ❑ Other Applicants Name: C4 p e ,,,, e. f kw , ,,,,I- Phone: 2 V7e - 2)2) ts 1 ' e-r/ Property Address or Approximate Location: Tax Lot Number. 3 S . Pio - I - % 0- isz3oy _c Ili Legal Description(Attach Map and Legal Description if necessary): Part B: (To Be Completed by Sewer Agency) 1. ® a. Sewer Service will be provided by side sewer connection only to an existing 6 size sewer 0 feet from the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of ❑ (1) feet of sewer trunk or lateral to reach the site; and/or ❑ (2) the construction of a collection system on the site; and/or ❑ (3) other (describe): 2. (Must be completed if 1.b above is checked) ❑ a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. ❑ a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ a. District Connection Charges due prior to Conn ectiogo , .. m 33 (1 1 ' l , ear 4 4dJid"Q. /fl'ow — ,. , GFC: $ 8 /lot SFC: $19_ ' UNIT: $ TOTAL: $ ( Subect to Change on January 1st) King County /METRO Capacity Charge: Currently, $5195.65 /residential equivalent, will be billed directly by King County after connection to the sewer system. (Subject to change by King Co/Metro without notice.) b. Easements: ❑ Required lg May be Required Cr– ,LA c. Other: JAN 1 1 ;: CERTIFICATE OF SEWER AVAILABILITY /NON - AVAILABILITY Residential: $50 Certificate of Sewer Availability OR ❑ Certificate of Sewer Non - Availability I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from fhg date of signature. By / 4q Title 0 4816 Military Road South P.O. Box 69550 Tukwila, WA 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 Commercial: $100 i Date t)93 ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON- AVAILABILITY The following terms and conditions apply to the attached Val Vue Sewer District ( "District ") Certificate of Sewer Availability/Non- Availability ( "Certificate "). 1. This Certificate is valid only for the real property referenced herein ( "Property"), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City ofTukwila, City of Burien and/or City of SeaTac. This Certificate is between the District and the applicant only, and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that I have received the Certificate of Sewer Availability /Non - Availability and this Attachment, and filly understand the terms and conditions herein. Applicant's Signature • • 2- //a (01 Date • CITY OF TUIfWILA . Communhy Development Asparbnent Permit Center 6300 Southcenrer 91vd., Suite 100 Tukwila, WA 98188 Site address (attach map and Jegsl deeerlptlen showing hydrant leaden and siss of maln)1 ei 12- • *1 S. # SF. T r L W •af $ f?or53oZ 3f$ a 1 Name:, 54tArt.eq- f D s-k - Nadrese: 4ol 1 5.1 "� +. Tuk+vt Ia. 98(b8 one: one: 1 -2. -(Zl0 Zl This certificate is tor the purposes of: ❑ Residential Building Permit ❑ Preliminary Piet ❑ CommerclaIRndus zial Building Permit ❑ Rezone Estimated number of service connection and water meter size(s): Vehicular distance from nearest hydrant td the Closest paint of atrucbrre is Area is served by (Water Utility Oistrtctj: i- 1 � Owner/Agent Signature The praposed•ptv)ect Is within - r �'l.r 2, anticirnprovements required. 1. 3. The improvements required to upgrade the water system to bring It Into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements Of the project before connection and to meet the State cross connection control requirements: l'us aoperate sh.N ,nor► mem is essdedi 4. Based upon the Improvements gated dim, water can be molded and.will be available at the site with a flow of . 76 gpm et 20 psi residual for a duration of 2 hours at a velocity • of G • fps as documented by the attached caiculatfane r , rl Cr ur ,;r 1 1 c3u1i pL-,1-1,14111 l;tl'a t tfi S, Water availability: li✓J „ opiable service can be provided to this project ❑ Acceptable service cermet be provided to this project unless the improvements In Item 0 -2 are meL ❑ System Is not capable of providing service to this project. 1 hereby certify that the above Information Is true and correct. Agency f hone ' J Loo Pe /1 —* X gnd — : 4 4(A CERTIFICATE OF WATER AVAILABILITY • Required oetly if outalde City of 'Tukwila water district a, PERMIT NO.: Date • Permit ' Center /6uil • Division: Z004314307 0 . Public Works department: 206 - 433-0179 Planning Division: 206 -431 -3670 481b8' ❑ Snort Subdivi to i .7 Other — T T I - e' 2- — Z `tZ -- `f 7 This certificate is not valid without Water District No. 125's attachment entitled "Madmen to Certificate of Water Availability," (City /County) S BY Date'` oz3 • Attachment to Certificate of Water Availability King County Water District No 125 The following terms and conditions apply to the attached Certificate of Availability (°Certificate") 1. This Certificate of Water Availability snn to the C property ity of referenced herein for the sole purpose of submission Tukwila (°City" 3. T his Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of thls Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in eff Applicant's Signature District Representative Date )7 © Date f' J 7 License Information License HANSECI042BH Licensee Name HANSEL CONSTRUCTION INC Licensee Type CONSTRUCTION CONTRACTOR UBI 601663704 Ind. Ins. Account Id Received Date Business Type CORPORATION Address 1 11037 19TH AVE SW Address 2 City SEATTLE County KING State WA Zip 981462041 Phone 2062465680 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 1/8/1996 Expiration Date 10/2/2008 Suspend Date Separation Date Parent Company Previous License HANSEC* 174NP Next License Associated License Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date #6 CBIC SE5202 09/27/2002 Until Cancelled $12,000.00 10/02/2002 Business Owner Information Name Role Effective Date Expiration Date HANSEL, GREG A 01/01/1980 HANSERL, DENISE M 01/01/1980 HANSEL, DENISE M AGENT 01/01/1980 Look Up a Contractor, Electrician or Plumber License Detail • Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. • Page 1 of 2 https: // fortress .wa.gov /lni/bbip /printer.aspx ?License= HANSECI042BH 05/19/2008 DEPTH = 6 FEET. These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by - - the Public Works utilities inspector. Date: By: r•-• ... • ' •-•:••••::::•••••: . • %Y.: • ..,••• ... • : . . .• 611.R.EP.2;;C.,TYPICAI.;•..1DRYWEIA. IN1 . • ..• . • . '• • . • .. . , • . • • -Catch Eireln • • • • (Yard Draln)'• , • . . . ' • ••• • • .: • :• • •• • . . . . • • • • • ••••••••'. •••••.: • -:. : • . MODIFY THIS DETAIL TO MAKE DRYWELL DIAMETER = 7.5 FEET. THIS SIZE YIELDS ALLOWABLE . IMPERVIOUS AREA OF 3,000 S.F./LOT, NOT INCLUDING ACCESS DRIVE. (90 C.F./1000 S.F. OF IMPERVIOUS, X 3.0=270 C.F. TOTAL PER DRYWELL.) SEPARATE PERMIT REQUIRED FOR: iiMe'chanical ',Electrical 7 Iumbing VGas Piping City of Tukwila REVISIONS No changes shall be made to the, scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees NTS' 1 FILE COPY Permit No. 1706 Plar review approval is subject to errors and orniSsions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copy and conditions is acknowledged: By Date:, City of Tukwila BUILDING DIVISION Site Address: Parcel Number: Project Description: Vicinity Map: Index to Drawings: Cover Sheet & Site Plan Notes & Specifications Foundation Framing Plan & Main Floor Plan Upper Floor Framing Plan & Upper Floor Plan Section A & Roof Framing Plan Elevations (Left, Right, Rear & Front) Elevation Option (Right & Left) Shear Wall Schedule & Key Plan Structural Details Building Area: Main Floor 925 sqft ityt Upper Floor 1008 sqft Total Finished 1933 sqft AUG 142010 Garage 390 sqft RECEIVED CITY OF TUKWILA MAR 2 5 2008 PERMIT CENTER EX ,,,,...,. CORRECTION COVER SHEET AND SITE PLAN Cooper Development AUO 142010 3411 S. 140 St., Tukwila WA 98168 152 304 9310 (Lot 2) Building new single-family residence Page A Page 1/5 Page 2/5 Page 3/5 Page 4/5 Page 5/5 Page 5C/5 Page S1/3 Page S2/3 & S3/3 OPTION GLAZING AREAL % OF FLOOR GLAZING U-FACTOR DOOR U-FACTOR CEILING VAULTED CEILING WALL ABOVE GRADE WALL NT. BELOW GRADE WALL EXT. BELOW GRADE FLOOR 5LAB ON GRADE VERTICAL OVERHEAD I. 10% 032 0.58 020 R-38 R-30 R-15 R-I5 R-I0 R-30 R-10 II. l% 035 .058 020 R-38 R-30 R-21 R-21 • R-I0 R-30 R-10 III. 25% GROUP RI 4 R2 OCCUPANCIES ONLY 0A0 0.58 0.20 R-38 U=0.03I R-30 U=0.034 R-2I U=0.051 R-I5 12-10 R-30 R-10 U=0.029 IV UNLIMITED GROUP R3 4 R4 OCCUPANCIES ONLY • 0.35 . 0.5E3 . 020 R-38 R-30 R-2I R-21 R-I0 R-30 R-10 V UNLIMITED GROUP RI 4 12.2 OCCUPANCIES ONLY 0.35 0.58 020 R-35 U=0.031 R-30 U=0.034 R-2I U=.0.051 R-I5 R-I0 R-30 • R-10 Ur-0.029 JOISTS: WOOD TYPE: 2X4 2X6 OR LARGER I-IF *2 - Fb=9•5 psi, Fv= 150 psi, Fc= 1300 pet, E=1300000p61 1-4F 4, 2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi BEAM DF-L *2 - Flo=900 psi, Fv=180 psi, Fc=1350 psi, E=1600000psi DF-L n - Fb=815 psi, Fv=110 psl, Fc=600 psi, E=1300000psi 4X • 6,X OR LARGER STUDS 1-IF *2 - Fb=915 psi, Fv=150 psI, Fc=1300 psI, E=1300000pai HF *2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=I300000psi 2X4 2X6, OR LARGER POSTS HF *2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi I4 F it2 - FI:7=915 psi, Fv=150 psi, Fc=:1300 psi, E=1300000psi DF-L il - Fb. 1200 psi, Fv:21 psi, Fc=1000 psi, E=1600000psi 4X4 4XG OR LARGER G OR LARGER TYPE OR LOCATIONS OF CONCRETE CONSTRUCTION MINIMUM COMPRESSIVE STRENGTH (Pc) AT 28 DAYS MODERATE WEATHERING POTENTIAL BASEMENT WALLS, FOUNDATION 4 OTHER CONCRETE NOT EXPOSED TO THE WEATHER 2,500 pal BASEMENT LAS S 4 INTERIOR SLAB ON GRADE, EXCEPT GARAGE FLOOR SLAB. 0 1,61 AIR FREEZING INDEX MEAN ANNUAL TEMP BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS 4 OTHER VERTICAL CONCRETE WOK EXPOSED TO THE WEATHER .30013 psi (6 2600 entrained +/- I%) PORCHES, CARPORT sLA ss 4 STEPS EXPOSED TO 1 WEATHER 4 GAUGE FLOOR SLAB. 31000 psi (69' "XS,* air e rained +/- 1%) GROUND SNOW LoAD WIND SPEED (mph) SEISMIC DESIGN CATEGORY SUBJECT TO DAMAGE FRoM WINTER TEMP. ICE SHIELD LAMENT REQUIRED FLOOD HAZARDS AIR FREEZING INDEX MEAN ANNUAL TEMP WEATHERING FR 05T LINE LINE DEPTH TERMIITE DECAY 30 85 DI/D2 MOD 18 SLIGHT- MOD SLIGHT 26 NO PER LOCAL JURISDICTION 50 50 GEN -ERA_ 'BUILDING CODE: 2006 INTERNATIONAL BLDG. CODE (IBC), AND BY REFERENCE WHERE APPLICABLE THE 2006 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD se 25 P5F (SNOW) ROOF DEAD LOAD = 15 PeF FLOOR LIVE LOAD = 40 PSF (REDUCIBLE) FLOOR DEAD LOAD = 15 PeF WIND LOAD = E35 MPH WIND SPEED, EXPOSURE "C" SOIL SITE CLASS 'D" CONSTRUCTION TYPE: V OCCUPANCY GROUP: R-3 DESIGN CRITERIA: TABLE R30I.2(1) CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRUCTION. IT 15 THE CONTRACTOR'S RESPONSIBILITY TO IDENTIFY ALL OMISSIONS AND/OR DISCREPANCIES TO THE ARCHITECT PRIOR TO PROCEEDING WITH WORK DIMENSIONS TAKE PRECEDENT OVER SCALED DRAWNGS. DEFERRED SUBMITTAL ITEMS THE FOLLOWING IS A LIST OF ITEMS THAT ARE NOT INCLUDED IN THIS PLAN AND SHOULD BE PROVIDED BY THE BUILDER AT TIME OF APPLICATION FOR PERMIT OR AS A DEFERRED SUBMITTAL ITEM: - ALTERNATIVE I-JOIST/BEAM MANUFACTURER PLANS. - MANUFACTURED TRUSS DESIGNS AND LAYOUTS - HVAC SYSTEMS DESIGN - ELECTRICAL PLANS 4 SPECIFICATIONS (IF REQUIRED) SIT,E LUOR‹ GENERAL • UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASSUMED ,4,VEIRAGE SOIL BEARING OF 1500 P5F. EXTERIOR FOOTINGS SHALL !BEAR 18' (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO i'EA R ON FIRM UNDISTURBED EATI-I BELOW ORGANIC SURFACE SOILS. BACK...FILL TO BE THOROUGHLY COMF'ACTED. BOLT HEADS AND NUTS BEARING ?AGAINST WOOD TO BE PROVIDED WITH 1/4 PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN 1" OF M4SONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO 15E 5/8' DIAMETER AT 6'-0 O.C. U.N.O. WITH MIN. T EMBEDMENT METAL FRAMING CONNECTORS TO 5E MANUFACTURED 5Y SIMPSON STRONG-TIE OR MP STRUCTURAL, CONNECTORS CONCRETE MINIMUM COMPRESSIVE STRENGTH OF CONCRETE PER TABLE R402.2 CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON SIT RE INIFORCE ING STEEL TO COMPLY WITH ASTM cARF)ENTRY UILDING OFFICIAI- GENERAL ,ALL NAILING TO COMPLY WIT(-4 REQUIREMENTS OF IRC TABLE R602.3(1) GYPSUM WALL 80,4.D AT INTERIOR WALLS TO 55 FASTENED ACCORDING TO TABLE R1023.5 ALL WOOD IN CONTACT WITH CONCRETE TO 13E PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED 1-10LES OF PRESSURE TREATED LUMBER SHALL BE RETREATED N TI-4E FIELD IN ACCORDANCE WITH AWPA M4. PER IRC 3I9.3. FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE RETARDANT TREATED WOOD SHALL BE OF HOT-DIPPED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COPPER 6' MIN. CLEARANCE BETWEEN WOOD AND EARTH. 12" MIN. CLEARANCE BETWEEN FLOOR BEAMS AND EARTH. 18" MIN. CLEARANCE BETWEEN FLOOR JOIST AND EARTH. FASTENERS ALL NAILS SPECIFIED ON THIS PLAN SHALL t3E COMMON OR GALVANIZED 50X (UNLESS NOTED OTHERWISE) OF THE DIAMETER AND LENGTH LISTED BELOW OR AS PER APPENDIX L OF THE NATIONAL DESIGN SPECIFICATION FOR UJOOD CONSTRUCTION (NM 8d COMMON (0.131' DIA., 2-1/2" LENGTH), f3d !BOX (0,113' DIA 2-1/2' LONG), led COMMON (0.148' DIA, 3' LONG) I0d BOX (0.12s' DIA., 3' LENGTH), Id COMMON (0.162' DIA, 3-1/2' LONG), I6d SINKER (0.148 DIA, 3-1/4' LONG) 5d COOLER (0.086 DIA, 1-5/8" LONG ), 6d COOLER (0.092' DIA., 1-1/8' LONG) LUMBER GRADES FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN PRODUCTS ASSOCIATION OR THE WEST COST LUMBER INSPECTION BUREAU. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND &I-IALL NAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: GLUED-LAMINATED BEAM (GLIB) SHALL BE 24F-V4 FOR SINGLE SPANS 4 24F-V8 FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: = 2,400 PSI, Fv = 16,5 PSI, Fc = 6 P91 (PERPENDICULAR), E 1000,000 PSI. ENGINEERED UJOOD BEAMS AND I-JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APPROVAL- BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC EVALUATION REPORT. BEAMS DESIGNATED AS "F'SL" SHALL HAVE THE MINIMUM PROPERTIES: = 2,900 PSI, Fv 290 PSI, Fc = 150 PSI (PERPENDICULAR), E 2,000,000 PSI. BEAMS DESIGNATED AS "LVL° SHALL. HAVE THE MINIMUM PROPERTIES: Pb r- 2,600 PSI, Fv 285. PSI, Fc = 150 PSI (PERPENDICULAR), E = 1,900,000 P5I. BEAMS DESIGNATED AS "LSL" SHALL 1-4AVE THE MINIMUM PROPERTIES: Fb = 1100 PSI, Fv 400 PSI, Fc = 6 PSI (PERPENDICULAR), E = 1,300,000 F'51. CALCULATIONS 51-IALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMTED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM = L/480, FLOOR TOTAL LOAD MAXIMUM = L/240. WINDOW INSTALLATION WINDOWS SHALL BE INSTALLED AND FINISHED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION INSTRUCTIONS SHALL BE PROVIDED I3Y THE MANUFACTURER FOR EACH WINDOW. CAR (COWIN 1.• ED) PREFABRICATED WOOD TRUSSES: PREFABRICATED LUOOD TRUSSES SHALL. BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED AS STATED THE GENERAL TRUSSES SHALL BE DESIGNED 4 STAMPED BY A REGISTERED DESIGN PROFESSIONAL AND FABRICATED ONLY FROM THOSE DESIGNS. NONBEARING WALLS SHALL 5E I-IELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS siMpsoN Sic) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL. ALL PERMANENT TRUSS MEMBER !BRACING SHALL IBE INSTALLED PER THE TRUSS DESIGN DRAWINGS. ROOF/WALL/FLOOR 81-1EATI-IING TYPICAL WALL 4 ROOF SHEATHING SHALL BE 1/16' SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL EBE ad COMMON 6' O.C. PANEL EDGES AND 12' O.C. IN FIELD U.N.O. ON 51-EARWALL SCHEDULE. SPAN INDEX SHALL E3E 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR SHEATHING SHALL BE 3/4' TG SHEATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING S1-IALL BE ad COMMOM AT 6' O.C. PANEL EDGES AND 12' O.G. IN FIELD. SPAN INDEX SHALL SE 40w UNLESS NOTED OTHERUJISE STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. INSLLATION AND 'CISTLR: FROT C ION GENERAL MAINTAIN I" CLEARANCE ABOVE INSULATION FOR FREE AIR FLOW. INSULATION BAFFLES TO EXTEND 6 ABOVE BATT INSULATION INSULATION BAFFLES TO EXTEND 12" ABOVE LOOSE FILL INSULATION INSULATE BEHIND TUBS/SHOWERS, PARTITIONS AND CORNERS FACE-STAPLE FACED BATTS FRICTION-FIT UNFACED ISATIS USE 4 MIL POLY VAPOR RETARDER AT EXTERIOR WALLS IR-10 INSULATION UNDER ELECTRIC WATER HEATERS. INSULATION MATERIALS INSULATION MATERIAL, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS OR VAPOR PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR-CEILING ASSEMBLIES, ROOF-CEILING 'ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES, AND ATTICS SHALL I-IAVE A FLAME-SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE-DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IN ACCORDANCE WITH A5TM E 84 EXCEPTIONS: I. WHEN SUCH MATERIAL ARE INSTALLED IN CONCEALED SPACES, THE FLAME-SPREAD AND SMOKE-DEVELOPEMENT LIMITATIONS DO NOT APPLY TO THE FACINGS, PROVIDED TI-44T THE FACING IS INSTALLED IN SUBSTANTIAL CONTACT WIN THE UNEXPOSED SURFACE OF THE CEILING, FLOOR OR WALL FINISH. 2. CELLULOSE LOOSE-FILL INSULATION, WHICI-4 15 NOT SPRAY APPLIED, COMPLYING WITH THE !REQUIREMENTS OF (RC R3163, IALL ONLY BE !REQUIRED TO MEET THE SMOKE-DEVELOPED INDEX OF NOT MORE THAN 460. DUCT INSULATION SUPPLY AND RETURN DUCTS SHALL BE INSULATED TO A MINIMUM R-8. DUCTS IN FLOOR TRUSSES SHALL BE INSULATED TO A MINIMUM R-6. EXCEPTION: DUCTS OR PORTIONS THEREOF LOCATED COMPLETELY INSIDE THE [BUILDING THERMAL ENVELOPE. INFILTRATION CONTROL EXTERIOR JOINTS AROUND WINDOWS AN. FRAMES, PENETRATIONS IN FLOO, ROOFS AND WALLS AND ALL SIMILAR OPENINGS SHALL BE SEALED, CAULKED, GASKETED OR WEATHERSTRIPPED TO LIMIT AIR LEAKAGE. VAPOR BARRIERS / GROUND COVERS AN APPROVED VAPOR BARRIER 5I-IALL BE PROPERLY INSTALLED IN ROOF DECKS, N ENCLOSED CEILING SPACES AND AT EXTERIOR WALLS. ,4 GROUND COVER OF 6 MIL (0.006") BLACK POLYETHYLENE OR EQUIVALENT 51-IALL BE LAID OVER THE GROUND IN ALL CRAWL SPACES. THE GROUND COVER 51-IALL OVERLAPPED ONE FOOT AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION WALL. WALL FLASHING APPROVED CORROSION-RESISTANT FLASHING 51-IALL. BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION-RESISTANT FLASHINGS SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: I. AT TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN SUCH A MANNER AS TO BE LEAKPROOF, EXCEPT THAT SELF-FLASHING WINDOWS HAVING A CONTINUOUS LAP OF NOT LESS THAN I-1/8' (28 mm) OVER THE SHEATHING MATERIAL AROUND THE PERIMETER OF THE OPENING, INCLUDING CORNERS, DOO NOT REQUIRE ADDITIONAL FLASHINGt JAM 15 FLASHING MAY ALSO BE OMITTED WI-IEN SPECIFICALLY APPROVED BY THE BUILDING OFFICIAL. 2. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR STUCCO UJALLS, WITH PROJECTING LIPS ON BOTH SIDES UNDER STUCCO OPENINGS. 3. UNDER AND AT THE ENDS OF MASONRY, WOOD, OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALLPROJEGING WOOD TRIM. 5. WHERE EXTERIOR F'ORCHES, DECKS, OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. AT BUILT-IN GUTTERS. D 74=TSTOP ING FIE BLOCKING DRAFTSTOPPING WHEN THERE 15 USABLE SPACE BOTH ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEM5LEY, DRAFTSTOPS SHALL 5E INSTALLED 50 THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1,000 SQUARE FEET. DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. MERE TI-E ASSEMBLY IS ENCLOSED IBY A FLOOR MEMBRANE ABOVE 4 A CEILING MEMBRANE BELOW, DRAtTSTOPPING SHALL 13E PROVIDED IN FLOOR/CEILING ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES: 1. CEILING IS SUSPENDED UNDER THE FLOOR FRAMING. 2. FLOOR FRAMING IS CONSTRUCTED OF TfRUSS-TYPE OPEN-WEB OR PERFORATED MEMBERS. DRAFTSTOPPING SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION R502.12.I FIREBLOCKING FIREBLOCKING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERTICAL AND HORIZONTAL) AND TO FORM AN EFFECTIVE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKING IBE PROVIDED IN WOOD-FRAME CONSTRUCTION IN THE FOLLOWING LOCATIONS: I. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING PURRED 5PACE5 AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS A5 FOLLOWS: 1.1. VERTICALLY AT THE CEILING AND FLOOR LEVELS. 12. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10f1 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS, AND COVE CEILINGS, 3. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER T,41R HALL COMPLY WITH IRC SECTION R3I12.2. 4. AT OPENINGS AROUND VENTS, PIPES, AND DUCTS AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. 5. FOR THE FIREBLOCKING OF CHIMNEYS AND FIREPLACES, SEE IRC SECTION R1003.19. 6. FIREBLOCKING OF CORNICES OF A TWO-FAMILY DWELLING 15 REQUIRED AT THE LINE OF DWELLING UNIT SEPERATION, FIREBLOCKING SHALL CONSIST OF-MATERIALS LISTED IN IRC SECTION R602.8.1. LOOSE-FILL INSULATION MATERIAL SHALL NOT BE USED AS A FIREBLOCK UNLESS SPECIFICALLY TESTED IN THE FORM AND MANNER INTENDED. THE INTEGRITY OF ALL FIREBLOCKS SHALL BE MAINTAINED. OLINDATION WATERPROO INC3 4 D4MFROO DAMPROOFING EXCEPT WI-ERE REQUIRED BY SEC. R406.2 TO 5E WATERPROOFED, FOUNDATION WALLS TI-IAT RETAIN EARTH OR ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE 51441- 5E DAMPROOFED FROM THE TOP OF THE FOOTING TO THE FINISHED GRADE. MASONRY WALLS SHALL WAVE NOT LASS THAN PORTLAND CEMENT PARGING APPLIED TO THE EXTERIOR OF THE WALL. PARGING SHALL BE DAMPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING. I. BITUMINOUS COATING 2. 3 POUNDS FER SQ. YD. OF ACRYLIC MODIFIED CEMENT 3. k COAT OF SURFACE BONDING CEMENT COMPLYING WIN AWN C 881 4. ANY MATERIAL APPROVED FOR WATERPFOORING IN SEC. R406.2 5. OTHER APPROVED METHODS OR MATERIALS. EXCEPTION: PARGING OF UNIT MASONRY WALLS IS NOT REQUIRED WI-ERE ,4 MATERIAL IS APPROVED FOR DIRECT APPLICATION! TO THE MASONRY. I FOLND4TION 4 DA'PROO=ING ( WATERPROOFING IN AREAS WHERE HIGH WATER TABLE OR OTHER SEVERE SOIL-WATER CONDITIONS ARE KNOWN TO EXIST, EXTERIOR FOUNDATION WALLS THAT RETAIN EARTH OR ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE WATERPROOFED FROM THE TOP OF FOOTING TO FINISHED GRADE. WALLS SHALL BE WATERPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING. I. 2-PLY HOT MOPPED FELT 2. 55 POUND ROOF ROLLING 3. 6-MIL POLYVINYL CHLORIDE 4. 6-MIL POLYETHYLENE 5. 40-MIL POLYMER-MODIFIED ASPHALT 6. 60-MIL FLEXIBLE POLYMER CEMENT 1. CEMENT-13ASED, FIBER-REINFORCED, WATERPROOF COATING 8. 6�-MIL SOLVANT-FREE, LIQUID-APPLIED SYNTHETIC RUBBER EXCEPTION: ORGANIC-SOLVANT-5ASED PRODUCTS SUCH 45 HYDROCARBONS, CHLORINATED HYDROCARBONS, KETONS AND ESTERS SHALL NOT 5E USED FOR ICF WALLS WITH EXPANDED POLYSTYRENE FOAM MATERIAL. USE OF PLASTIC ROOFING CEMENTS, ACRYLIC COATINGS, LATEX COATINGS, MORTARS AND PARGINGS TO • SEAL ICF WALLS IS PERMITTED. COLD-SETTING ASPHALT OR 140T ASPHALT SHALL CONFORM TO TYPE C OF AVM D 44'3. I-10T ASPHALT SHALL 13E APPLIED AT A TEMPERATURE OF LESS THAN 200 DEG. F. ALL JOINTS IN MEMBRANE WATERPROOFING SHALL 5E LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WITH THE MEMBRANE. DOORS, 1INDOLLS 4\D SKYLIGI ITS GENERAL ALL SKYLIGHTS AND SKY WALLS TO 13E LAMINATED GLASS W/ MINIMUM 0.05 INCH POLYVINYL IBUTYRAL INTERLAYER FOR LAMINATED GLASS MORE THAN 12 FT ABOVE A WALKING SURFACE OR MORE THAN 16 SF. IN AREA THE MINIMUM INTERLAYER THICKNESS SHALL BE 0.030 INCH BEDROOM EMERGENCY.EGRESS WINDOWS SHALL HAVE MINIMUM NET CLEAR OPENING OF 5.1 5o. FT WITH MINIMUM NET CLEAR OPENING WIDTH OF 20' AND MINIMUM NET CLEAR OPENING HEIGHT OF FINISHED SILL HEIGHT SHALL BE MAXIMUM 44" ABOVE FLOOR SAFETY GLAZING SHALL I3E INSTALLED IN THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER IRC SECTION 12308:4 • 1. SIDE 1-4INGED DOORS EXCEPT JALOUSIES 2. SLIDING GLASS DOORS AND PANELS IN SLIDING 4 E31 -FOLD CLOSET DOOR ASSEMBLIES 3. STORM DOORS 4. SHOWER A ATI--4 TUB; HOT TUE3, WHIRLPOOL, SAUNA, STEAM ENCLOSURES 5. GLAZING W/ THE EXPOSED EDGE WITHIN A 24" ARC OF EITI-4E R VERTICAL EDGE OF A DOOR IN THE CLOSED POSITION 4 BOTTOM EDGE 15 LESS THAN 60' ABOVE THE WALKING SURFACE . . . G,. GLAZING GREATER THAN 9 S.F. AND LESS THAN 18' ABOVE FINISHED FLOOR 1, GLAZING IN GUARDRAILS S. GLAZING LESS THAN IS" Al5ovE FINISHED FLOOR 9. STAIRWAYS, LANDINGS 4 RAMPS WITHIN 36 HORIZONTAL OF WALKING SURFACE AND G ABOVE ADJACENT WALKING SURFACE 0 ANICAL HEATING EQUIPMENT ALL WARM-AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED TO LISTED SPECIFIC,4TIONS. NO WARM-AIR FURNACES SHALL 5E INSTALLED IN A ROOM USED OR DESIGNED TO ISE USED A5 ,A !BEDROOM, E3ATHROOM, CLOSET OR N ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES AN ELECTRIC HEATING FURNACES. LIQUEFIED PETROLEUM GAS-BURNING APPLIANCE& &HALL NOT BE INSTALLED IN A PIT. BASEMENT OR SIMILAR LOCATION WHERE I-IEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES 50 FUELED SHALL NOT BE INSTALLED IN AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION 15 PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. HEATING AND COOLING EQUIPMENT LOCATED IN A GARAGE AND WHICI-4 GENERATES A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL 135 INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST 18 INCHES ABOVE THE FLOOR LEVEL. WATER HEATERS WATER HEATERS IN SESIMIC ZONES C, D, E, OR F, SHALL BE ANCHORED OR STRAPPED TO RESIST 1-10RIZONTAL DISPLACEMENT DUE TO EARTHQUAKE INDUCED MOTION. STRAPPING POINTS SHALL BE WITHIN& THE UPPER 1/3 AND LOWER 1/3 OF THE TANK AT THE LOWER POINT, THE STRAPPING SHALL BE A MINIMUM DISTANCE OF 4 INCHES SHALL. BE. ABOVE THE CONTROLS. ,. VENTILATION GROUP R OCCUPANCIES SHALL BE PROVIDED WITH VENTILATION SYSTEMS WHICH COMPLY WITH THE SECTIONS 302 OR 303 OF THE 2006 WASHINGTON STATE VENTILATION AND INDOOR AIR • QUALITY CODE (vIAQ). MINIMUM SOURCE-SPECIFIC VENTILATION IS REQUIRED IN THE FOLLOWING LOCATIONS AND AS •OTHERWISE SPECIFIED: A. IBATIAROONIS: 50 c fm • B. LAUNDRIES: 50 crni C. KITCHENS: 100 cfm D. WATER CLO5ETS: 50 cfm EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE 5 GAS VENT OR TYPE 5W GAS VENT SHALL IBE INSTALLED IN 'ACCORDANCE WITI-4 THE TERMS OF ITS LISTING, MFR'S . INSTALLATION INSTRUCTIONS AND APPLICABLE CODE REQUIREMENTS. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS TI-LAN 2 FEET ABOVE THE HIGHEST POINT WHERE THE VENT PASSES TIHROUGI-1 THE ROOF OF THE BUILDING AND AT LEAST 2' HIGHER TI-IAN ANY PORTION OF THE BUILDING WITHIN 10' OF THE VENT. INTEGRATED WHOLE NOUSE VENT SYSTEM WHOLE HOUSE VENTILATION REQUIREMENT. OUTDOOR AIR SHALL 5E SUPPLIED TO ALL HABITABLE ROOMS THROUGH THE FORCED AIR HEATING SYSTEM PER TABLE 3-2 OF 2006 WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE (VIAQ) 2006 WASHINGTON STATE ENERGY CODE - TABLE 6-1 PRESCRIPTIVE REQUIREMENTS FOR GROUP R OCCUPANCY CLIMATE ZONE 1 - HEATING BY OTHER FUELS DRILLING AND THIS NOTE 15 TO CERTIFY THAT I HAVE REVIEWED THE ARCHITECTURAL DRAWINGS AND COMPONENTS CONTAINED IN TI-HS SET OF CONSTRUCTION DOCUMENTS FOR COMPLIANCE THE STRUCTURAL CALCULATIONS ANP DRAWINGS ,4 APPROVE THEM FOR U5E ' NED F THIS PROJECT 4 -- DATE 4itta 0 amp: ALIO 1 4 2010 IN G STUDS. R602.6 DRILLING AND NOTCHING STUDS. DRILLING AND NOTCHING OF STUDS SHALL BE IN ACCORDANCE WIN NE FOLLOWING: 1. NOTCI-IING. ANY STUD IN AN EXTERIOR WALL OR BEARING PARTITION MAY BE CUT OR NOTHCED TO A DEPTH NOT EXCEEDING 25 PERCENT OF ITS WIDTH. STUDS IN NONBEARING PARTITIONS MAY BE NOTCHED TO A DEPTH NOT TO EXCEED 40 PERCENT OF A SINGLE STUD WIDTH. 2. DRILLING. ANY STUD MAY BE BORED OR DRILLED, PROVIDED TI-IAT THE DIAMETER OF THE RESULTING HOLE 15 NO MORE THAN 60 PERCENT TI-4E HOLE 15 NO MORE THAN 5 43 INCH (16mm) OF THE STUD WIDTH, NE EDGE OF TO TI-IE EDGE OF TI-IE STUD, AND THE HOLE IS NOT LOCATED IN THE SAME SECTION AS A CUT OR NOTcH. STUDS LOCATED IN EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40 PERCENT AND UP TO 60 PERCENT el-IALL ALSO BE DOUBLED WITH NO MORE THAN TWO SUCCESSIVE DOUBLED STUDS BORED. SEE FIGURES R602.6(1) AND R602,6(2). -EXCEPTION: USE OF APPROVED STUD SHOES IS PERMITTED WHEN THEY ARE INSTALLED IN ACCORDANCE WIN THE MANUFACTURER'S RECOMMENDATIONS. R602.6.1 DRILLING AND NOTCI-HNC OF TOP PLATE. :WHEN PIPING OR DUCTWORK IS PLACED IN OR PARTLY IN AN EXTERIOR WALL OR INTERIOR LOAD BEARING WALL, NECESSITATING CUTTING, DRILLING OR NOTCHING OF NE TOP PLATE BY MORE TI-44N 50 PERCENT OF ITS WITH, A GALVANIZED METAL TIE OF NOT LESS THAN 0.054 INCH NICK (1.31mm) (16 ga) AND 1 INCHES (38inm) WIDE SHALL BE FASTENED ACROSS AND TO NE PLATE AT EACH SIDE OF TI-4E OPENING WITH NOT LESS TI-IAN EIGHT 16cI NAILS AT EACH SIDE OF EQUIVALENT. SEE FIGURE R602.6.I. -EXCEPTION: WHEN THE ENTIRE SIDE OF THE WALL WITH THE NOTCH OR CUT IS COVERED BY WOOD STRUCTURAL PANEL SHEATHING. CODE. COWLIPACE. APPRO IRR 2.1 130.1_01 D 14 CITY MAR 2 5 2008 PERMIT CENTER (i) 1.1J 0 0 • r" z F ..§ REVISION DATE: INIT: PR PROJECT *: UPDATE DATE: 08-04-04 INIT: DL5 PROJECT *: 00.000 dl .9-.0Z . , u ... ,.: .,, 1 STNDIORJ GLAZING SUMMARY z ... ,; ; • .. , 26936 SF. 34.4 SF. 0 SF. 1 i TOTAL: GLAZING PERCENT: 303.16 SF. 1511 % 1 0 4 - rc' / 5' - 0' / 5' -0 / 3' -6 0 FDN ( 12) / 3' -0' VENTS • ••w •• q. • 4x10 ilffik " 91 s "IGC "erli �P< C) / 6l ' . 0 i DBL ,�" 4x10 / U F ■ 24 - - - -a 24 13 - .1� . -- -�--ff- STNDIORJ v , - I DBL W ACCESS CRAWL SPACE 24' X IS' MIN 1 _ I CRAWL SPACE m IS' MIN. W/ 6 MIL VAPOR 4x10 BARRIER TYP. 24 7. 24 a 24 DE 0 itak - .4 VP 0 N el J x A - 4x10 DBL ` _ 51-0' 24 5' -0' O Li �� 24.4 p BLOCK OUT _ 24 3' -4' C 24 3' -4' ' 2 3' -4', 1 N-1c4. FOR MECH.WORK S2 o L ) VP .. r 4x10_ .. __ ,- :... - I 24 0 STHD10RJ 10' • • • • • 24 5'47' 2 4) -0' 24 q Imo' S2 ` STHDIORJ SIM 51 -. - 0 ~ Q = 51 52 sIM i l • n i ri , ' - A 0 1 52 5T HD10RJ � e SL,4i3 ON GRADE x cv 4x10 - 2 4' -5' 0. 2 4 4._ C 24 4 1_ 5 . / • H ' I I ,11-,G 4' CONC. SLAB ON 4' COMP. FILL TYP. SLOPE 3/16' / FT TOWARD DOORS �j a 0 SIM .. _ I - • '± STNDiORJ a /- LINE UP N .; : : `0 3 �: l L N ° UP J 5L4E •N GRADE 52 SIM I - P 4' CONC. I 0 24 — 2 4 24 CONT. FTG. f , AREA SUMMAiR LOWER FLOOR: MAIN FLOOR: BONUS UPPER FLOOR: UNFINISHED 0 SF. 925 SF. 0 SF. 1005 SF. 0 SF. TOTAL: GARAGE: 1,933 SF. 390 SF. GLAZING SUMMARY WINDOWS: DOORS W/ MORE THAN 50% GLAZING: SKYLIGHTS: 26936 SF. 34.4 SF. 0 SF. WDW SF / FIR SF. (%) TOTAL: GLAZING PERCENT: 303.16 SF. 1511 % N.V.A. .52 925 300 - 3.2 PHD6 LINE UP 3.2 .52 STI l4 ( 6 ) VENTS REQUIRED = QTY. OF VENTS REQUIRED FOUNDATION VENTILATION USE 14' x T' SCREENED FDN. VENTS (1) VENT = .52 SQ. FT. NET FREE VENT AREA FDN. AREA = NET VENT AREA REQ'D (N.V.A.) 300 5.9 VENTS REQ'D STNDSRJ • ■ STHD14 16' -3' 20' -0' 2 30 2 ST 2J LINE 35' -0' FOOTING SCI- IEDUL•E FOUN4TION / FRAMING PLAN STHD14 5' -0' 15' -0' P.T. POST ON IS' DIA. X S' THICK CONC. FOOTING P.T. POST ON 24' DIA. X 12" THICK CONC. FOOTING STNDSRJ STHDSRJ LINE UP 10' -0' © 2007 CASCADE RESIDENTIAL DESIGN, INC. - ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED - SOFFIT, VENT, AND INSULATE ALL CANTILEVERED AREAS PROVIDE SOLID BLOCKING OVER SUPPORTS ALL FOOTINGS TO REST ON UNDISTURBED SOIL PROVIDE SUPPLEMENTAL JOISTS /BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN ® PROVIDE SOLID FRAMING EQUAL TO ;THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) - PROVIDE COPY OF CONCRETE "BATCH TICKET ON SITE FOR REVIEW BY BUILDING OFFICIAL IF AN ENGINEERED JOIST FLOOR FRAMING LAYOUT 15 PROVIDED BY THE JOIST SUPPLIER, THAT JOIST LAYOUT SHALL SUPERCEDE THE JOIST LAYOUT INDICATED IN TI-IE PLANS. PROVIDE I -JOIST LAYOUT AND SPECS ON SITE FOR INSPECTION. FOOTING SIZES BASED' ON 1500 psf SOIL BEARING CAPACITY STHDIORJ LINE UP P.T. POST ON 30' X 30' X 12 THICK CONC. FOOTING W/ 3- # 5 BARS EACH WAY P.T. POST ON 36" X 36' X 12" THICK CONC. FOOTING W/ 3- # 5 BARS EACH WAY P.T. POST ON 42' X 42' X 12' THICK' CONC. FOOTING W/ 4- # 5 BARS EACH LUAY NOT USE MIN. 6" WIDE POST BELOW BEAM SPLICES USE P.T. 4 X 4 POSTS BELOW 4 X BEAMS U.N.O. USE P.T. 6 X 6 POST BELOW 6 X BEAMS U.N.O. 1' PR ,` : )E PRESSURE RELIEF VA_VE TO EXTERIOR. AND INSTALL APPROVED EX °ANSION TANK. NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PER BY THE CONTRACTOR PHD6 LINE UP STNDIORJ STHD14 NOTE: REFER TO STRUCTURAL SHEETS FOR SHEAR WALL SCHEDULE AND ENGINEERING PLAN WHICH CONTAIN DETAIL REFERENCES AND /OR INSTRUCTIONS PERTAINING TO EACH SHEAR WALL INDICATED IN THIS PLAN. 36' 36 Ca-+ R SHO ER LANDING AT EXTERIOR DOORWAY SHALL NOT BE MORE THA.■1 1 BELOW THE TOP OF THRESHOLD PROV DED THE DOOR, OTHER THAN EXTERIOR STORM OR Sll DOORS DOES NOT SWING CVER THE LANDING. IRC R311.43 1' -1' 10 -11' STNDSRJ 8050 XOX 42' MANUF. GAS FIREPLACE INSTALL PER MFRS. SPECS FLUSH HEARTH FAMILY M. CARPET 4' CONC. 16 O HD �J STHDIOR PLATFORM IS' AFF. - STRAP TO WALL PER UPC 510.5 4° BOLLARD 5TND14 STHDIORJ STHD14RJ LINE UP 20 MIN. RATED DOOR W/ SELF - CLOSER LANDING AT EXTERIOR DOORWAY SHALL NOT BE MORE THAN 1 BELOW THE TOP OF THRESHOLD PROVIDED THE DOOR, OTHER • THAN EXTERIOR STORM OR SCREEN DOORS DOES NOT SWING OVER THE LANDING. IRC R311.43 - PROVIDE ONE LAYER 5 /a' GWB TYPE 'X' FOR I -HR OCCUPANCY SEPARATION AT ALL WARM WALLS AND CEILINGS COMMON WITH HABITABLE SPACES. -At RATED CEILINGS, APPLY 2- LAYERS GWB TYPE 'X' TO ALL 'I' JOISTS PER PFC -4665 AND TO SOLID FRAMING MEMBERS 24' 0.c. -CLAD ALL SUPPORT COLUMNS AND BEAMS WITH ONE LAYER 54 3' GWB TYPE 'X' DN TO GRADE 5068 SGD -_ 40BF_�T i 4 I I j I i J 4 I I I 1 I • I I 5THD14 2' -0' i .:. ( LIVING CARPET STN! LINE SRJ UP 40311 2' -6' 2' -6' _ 2' -0' 10' 2' -0' STNDIORJ STHDIORJ STHDIORJ LINE UP REVISION DATE: INIT: PROJECT 9 : INIT: DLS 2' -0' 2' -0' MAIN FLOOR PLAN © 2007 CASCADE RESIDENTIAL DESIGN, INC. - ALL DOOR /WINDOW HEADERS TO BE 6X8 DP2 AT 2X6 BEARING WALLS , U.N.O., 6' -0" MAX. SPAN - ALL DOOR /WINDOW HEADERS TO BE 4X10 DP2 AT 2X4 BEARING WALLS, U.N.O., 6' -0" MAX. SPAN WINDOW HEADERS AT 6' - 8 , ' ABOVE SUB FLOOR, U.N.O. PROVIDE FIREBLOCKING AS REQUIRED (SEE NOTES ON SHEET 1) EXTERIOR WALLS TO BE 2X6 AT 16" (MAX.) O.C. U.N.O. INTERIOR PARTITIONS TO BE 2 X 4 AT 16' O.C. (2X6 'a PLUMBING WALLS, U.N.O.) DUCTS THROUGH WALL OR CEILING COMMON TO HOUSE MIN. 26 GAGE STEEL NO DUCT OPENINGS IN GARAGE ® PROVIDE SOLID FRAMING i • L TO TI-4E WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) NEC 250.50. A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feetpf 1 /2" or larger reinforcement bar or #4 c Dpper wire, located near the bottom o t e building footing. (NOTE: 20 foot rebar shall be one continuous piece tied along side any vicinity footing rebar and shall protrude 8" min. above top of foundation wall ear location of power panel.) SMOKE pETECTafizS O SD INSTALL SMOKE DETECTORS WHERE INDICATED VENTILATION SCHEDULE VENTILATION REQUIREMENTS OF IRC TABLE 1501.3 SYMBOL KITCHENS BATHROOMS - TOILET ROOMS 100 CFM INTERMITTENT OR 25 CFM CONTINUOUS MECHANICAL EXHAUST CAPACIT OF 50 CFM INTERMITTENT OR 20 CFM CONTINUOUS VENTILATION RATE FOR WHOLE HOUSE FAN TO BE 50CPM MIN - 120CFM MAX PER TABLE 3 -2 OF WASHINGTON STATE VENT 4 INDOOR AIR QUALITY HVAC CONTRACTOR TO SPECIFY LOCATION. 10' -10' LANDING AT EXTERIOR DOORWAY SHALL NOT BE MORE THAN 1 BELOW THE TOP OF 'THRESHOLD PROVIDED THE DOOR, OTHER TI -IAN EXTERIOR STORM OR SCREEN DOORS DOES NOT SWING OVER THE LANDING. IRC 8311.43 AU0 14 2010 CO BI IEWED FOR E COMPLIANCE P " Ri : VIE APR 21 2008 City Of Tukwila ILDIN . DIVISION RECEI\!ED CITY OF TUK\A/ILA JAN 1 1 2008 PLHlvIff GENII ER * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. PROJECT ': NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR SIMPSON GLTV 5.5/11.25 mm a s - -- - - - simm.:" mAo: 1 ' n 4x10 UPPER FLOOR F4M1N PLAN © 2007 CASCADE RESIDENTIAL DESIGN, INC. * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS NOTE: REFER TO STRUCTURAL SHEETS FOR SHEAR WALL SCHEDULE AND ENGINEERING PLAN WHICH CONTAIN DETAIL REFERENCES AND /OR INSTRUCTIONS PERTAINING TO EACH SHEAR WALL INDICATED IN THIS PLAN. Nig 2' -0' CANTILEVER SOLE : '/4 1' -0 - ALL DOOR/WINDOW HEADERS TO BE 6X8 DF*2 AT 2X6 BEARING WALLS , UN.O., 6' -0" MAX. SPAN ALL DOOIR/UJINDOW HEADERS TO BE 4X10 DF"2 AT 2X4 BEARING WALLS, U.N.O., 6' -(' MAX. SPAN PROVIDE FIREBLOCKING AS REQUIRED PER I.R.C. - WINDOW HEADERS AT 6' -8." ABOVE SUB FLOOR; UN.O. EXTERIOR WALLS TO BE ' 2X6 AT 16' O.G., UN.O. - INTERIOR PARTITIONS TO BE 2X4 AT I ' O.C. (2X6 a PLUMBING WALLS) U.N.O. - PROVIDE SUPPLEMENTAL JOISTS /BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (UN.O.) FLOOR JOISTS AND BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOUJN ON THIS PLAN, "EQUAL" IS DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS. 11 TJI - 110 OR 2X12 FLR JSTS 6 16' O.C. - v m 1 - 4' -0' 1' -1' UJ.I.C, CARPET R/S 4010 FX (OPTICNAL) 8' -0' ST6224 M. SUITE CARPET 8040 4' -0' 13' -I0' XOX EGRESS 110V � SD LINEN CLO. N ' 2068 6' -9' 5' -10' 110v 0 5D 3' -4' DN 15 R R/S co N 3' -0' 0 5068 131 -PASS 110V O SID 6' -6' 36' H GI-1 RAILING HALLWAY 22' x 30' CARPET ATTIC ACCESS 3' -0' 3' -3' BEDROOM *4 CARPET BLDG. LINE BELOW 6' -0' EGRESS 3640 XO 1 2' -0' 4 N . PER I.R.C. 6' -0' 35' -0' UFFER FLOOR PLAN 3' -6' 10' -4' !BATH NYL 1' -4' 3' -I0' OPEN TO 5ELOUJ -.3 -PLANT SHEFT 5 -0' 2' -6' 2' -6' -/ 5' -1' MST48 MST48 10' -10' BLDG. LINE 5' -0' 10' -0' BELOUJ SCALE : 5' -9' 5' -0" 11 ©2007 CASCADE RESIDENTIAL DESIGN, INC. PROVIDE FIREBLOCKING AS REQUIRED (SEE NOTES ON SHEET 1) - WINDOW HEADERS AT 6' -S' ABOVE SUB FLOOR, U.N.O. - EXTERIOR WALLS TO BE 2X6 AT 16' O.C., U.N.O. - INTERIOR PARTITIONS TO BE 2X4 AT l6' O.C. (2X6 a PLUMBING WALLS) U.N.O. PROVIDE SUPPLEMENTAL JOISTS /BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) _O' M1 G� r l fii'� N VettiN tc' p 1 e 'VED FOR MPLIANCE OVE APR 21 2008 City Of Yukwvila BUILDING DIVISION MA�1RE'� AU©,142010 RECEIVED CITY. OF i\ KC AlLA• JAN 1 1 2003 R APPROX. GRADE i M. 5AN FLOOR JOISTS AS PER PLAN FAMILY RM. 6 Y'1 (6 6- a 5il Cb LIVING RM. FLOOR JOISTS A5 PER PLAN R -30 INSULATION SIDING PER ELEVATIONS ON TYVEK WRAP ON 1/16' PLY SHEATHING. 2 x 6 STUDS a 16'0.c. U/ R -21 INSULATION SUB FLR SUB FLR 4' 4 CONT. TIGNTLINE TO STORM SEWER 4' m PERF. PLASTIC FTG. DRAIN SET IN WASHED GRAVEL W/ FILTER FABRIC OVER SECTION * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR CONC. FTG. AS PER PLAN A 18' MIN. CRAWL SPACE w/ 6 MIL VAPOR BARRIER TYPICAL. NOTE: REFER TO STRUCTURAL SHEETS FOR SHEAR WALL SCI- IEDULE AND ENGINEERING PLAN WI -IICH CONTAIN DETAIL REFERENCES AND /OR INSTRUCTIONS PERTAINING TO EACH SHEAR WALL INDICATED IN THIS PLAN. R -30 INSULATION COMPOSITION ROOFING 15° FELT PAPER 15/32' SHEATHING ROOF FRAMING PER PLAN INSULATION BAFFLE VENTED BLOCKING AT REQUIRED BAYS 5/4 x S FASCIA CONTINUOUS METAL GUTTER 2x6 STUDS o 16' O.C. - TYP. R -21 INSULATION 1/16' PLY OR 055 SHT'G TYP. TYVEK WRAP - TYP SIDING PER ELEVATION 3 /4' T4G PLYWOOD GLUED 4 NAILED FLOOR JOISTS PER PLAN WINDOW HDR PER PLAN - TYP. 5/4 TRIM SURROUND - TYP. WINDOW U/ INS. GLASS - TYP. R -30 INSULATION 5/4 X 10 TRIM BAND" 2X P.T. WOOD SILL SCALE 3 /4' T4G PLYWOOD GLUED 4 NAILED FLOOR JOISTS PER PLAN 4' 4 CONT. TIGNTLINE TO STORM SEWER 4' , PERF. PLASTIC FTG. DRAIN SET IN U451-1ED GRAVEL W/ FILTER FABRIC OVER 1 ' a. -1 I I 1 COMPOSITION ROOFING ON 15 FELT UNDERLAYMENT ON 15/32.' .PLY OR OSB. SHEATHING TYPICAL. MFR. TRUSSES PER PLAN a 24' O.C. PER MFG. SPECS. TYP. APPROX. GRADE \ . / \ \ / / \ / % \ j / • \ 7 / \ /\ / / ' ," x % \ / O' ; . '' „ j . \/ / \Y/\ / / \i 1 O ” .SL .o. i �IC►�o.. 000 ,� . • y Iry TYPICAL WALL SECTION REBAR PER DETAIL R -38 INSULATION TOP PL TOP PL R -38 INSULATION ,Y PL 6 MIL. VAP. BARRIER -� SUBFL N.T.S. NOTE: 1/16" SHEATHING NOT REQUIRED ON EXT. WALLS WHERE T1 -11 SIDING 15 SPECIFIED (UNLESS NOTED OTHERWISE IN NE SHEAR WALL SPECIFICATIONS) MFR. COMMON TRUSSES a 24' O.C. AS PER MFG. SPECS. TYP. 11/4" DIA. MIN. CONT. HANDRAIL 10" MIN. TREAD A L3ENDS -• -- 111•1111• mows. RIDGE GABLE END TRUSS - III 6 :12 6:I2 LE END TR 15S RIDGE SIMPSON TBE 7 - 11 ON SIMPSON TBE ROOF F 4M 1 NC PLAN BALUSTERS TO CONFORM TO IRC. SEC. R3I2.2 3i4" MIN. -1 MAX NOSING 2X4 THRUST BLOCK BELOW STAIR INSTALL 1 /2" GWB e CEILING, AND WALLS (3) 2X12 STRINGERS FIRE BLOCKING a MID -SPAN AND IN STUD WALLS ALONG AND IN LINE WITH STRINGERS IF AREA UNDER STAIRS IS UNFINISHED © 2007 CASCADE RESIDENTIAL DESIGN, INC. SCALE - 1/4" - ALL BEAMS AND HEADERS TO BE 6XS DF *2 AT 2X6 BEARING WALLS, U.N.O., 6' -0 MAX. SPAN ALL BEAMS AND HEADER'S TO BE 4X10 DF 4* 2 AT 2X4 BEARING WALLS, U.N.O., -0" MAX. SPAN - SHADED AREAS INDICATE OVERFRAMING, 2X6 24" O.C., U.N.O. - BEARING WALLS ARE INDICATED AS SHADED WALLS - PROVIDE VENTED BLOCKING AT REQUIRED TRUSS /RAFTER. BAYS - ALL MANUFACTURED TRUSSES :: • SHALL NOT BE FIELD ALTERED WITHOUT ENGINEER'S APPROVAL • SHALL HAVE DESIGN DETAILS AND DRAWINGS ON SITE FOR FRAMING INSPECTION $ SHALL. BE INSTALLED AND BRACED TO MANUFACTURER'S SPECIFICATION • SHALL CARRY MANUFACTURER'S STAMP ON EACH TRUSS - IF AN ENGINEERED ROOF FRAMING LAYOUT IS PROVIDED BY THE TRUSS SUPPLIER, THAT TRUSS LAYOUT SHALL SUPERCEDE THE TRUSS LAYOUT INDICATED IN THE PLANS. PROVIDE TRUSS LAYOUT -AND SPECS ON SITE FOR INSPECTION. • PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) INTERIOR /GUARDRAIL STAIR NOTES: - HANDRAILS MUST NOT PROJECT MORE THAN 41/2' INTO THE STAIRWAY AND MUST BE ABLE TO RESIST A 200 Ib. POINT LOAD FROM ANY DIRECTION. IRC SECTIONS 8311.5.1 4 R3012 - LIGHTING IS REQUIRED AT THE TOP, BOTTOM, AND ANY LANDINGS WITH CONTROLS AT THE TOP AND BOTTOM OF STAIRS WITH 6 OR MORE RISERS. IRC SECTION 8303.6 - THE SPACING BETWEEN INTERMEDIATE HANDRAIL MEMBERS MUST NOT ALLOW A 4' SPHERE TO PASS THROUGH ANY OPENING.: ` IRC SECTION 83122 MINIMUM STAIRWAY WIDTH ABOVE HANDRAIL SHALL BE NO LESS THAN 36 INCHES. IRC SECTION 8311.5.1 STAIR 4 STAIR LANDING MINIMUM WIDTH SHALL BE NO LESS THAN 36' (31 CLEAR IF ONE HANDRAIL, 4 21' CLEAR IF 2 HANDRAILS. " IRC SECTION R3I1.5.1 THE TREADS LEADING EDGE CURVATURE CAN HAVE A MAX. RADIUS OF 9/16'. THE MAX. BEVELING OF THE NOSING SHALL BE NO MORE THAN 1/2". IRC SECTION 8311.5.3.3 - RISER OR TREAD MAXIMUM DIFFERENTIAL SHALL BE NO MORE THAN 34' IRC SECTION R3I1.5.3.142 - NOSING IS NOT REQUIRED FOR STAIRS WITH TREADS GREATER THAN 11'. IRC SECTION 8311.533 EXTERIOR STAIR NOTES: - EXTERIOR STAIR LIGHTING AT TOP LANDING WITH CONTROLS INSIDE THE DWELLING. IRC SECTION 8303.6 4 8303.6.1 - A MAXIMUM SLOPE OF 1:48 (2%) IS REQUIRED AT EXTERIOR LANDINGS AND TREADS FOR DRAINAGE. IRC SECTION R3I1.5.5 INTERIOR WINDER STAIR NOTES: - WINDER TREADS ARE REQUIRED TO HAVE A MINIMUM OF 6' DEPTH AT INNER EDGE. IRC SECTION 8311.53.2 - WINDER TREAD DEPTH OF I0° WITH IN 12' OF THE INSIDE. IRC SECTION 8311.53.2 LANDING NOTES: - LANDING WIDTH SHALL NOT BE LESS THAN THAT OF STAIR SERVED IRC 8311.5.4 - LANDING SHALL NOT BE LESS THAN 36 INCHES IN DIRECTION OF TRAVEL IRC R311.5.4 ST4I DT4IL %0 9 0 R O ss) j .„ 1 "oci s p 4 : 105 ,14.$0 0 LI: 8 N ik MFR COMMON TRUSSES a 24' O.C. AS PER MFG. SPECS. TYP. NOT TO SCALE (� 2 3 AUO 14 2010 RECEIVED CITE( OF - i UKWILA JAN 1 1 2008 o E i L _ � T 0 o 2 o »n o Q'v v o i u » = � ) t Q.i � . I) O Q O O z kJ 013 u a p `° Eig Q- 6 cp e O N Q) N 21-. u u Q) � , E 6 > Wi t% ) ns Q3 13 (x REVISION DATE: INIT: PROJECT *: DATE: 08 -04 -04 INIT: DLS PROJECT *: CONT. METAL GUTTER ON 5/4 X S FASCIA BD. TYP. 5/4 x 10 BAND BD. TYP. 5/4 X 4 TRIM BD. 6' BEVEL SIDING * NO FIELD • ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR 12 61 / LEPT ELEVATION REAR ELEVATION LOUVERED ATTIC VENTS 12 PROVIDE STEPS DN. TO GRADE NOTE: REFER TO STRUCTURAL SHEETS FOR SHEAR LUALL SCHEDULE AND ENGINEERING PLAN UJHiCH CONTAIN DETAIL REFERENCES AND /OR INSTRUCTIONS PERTAINING TO EACI —I SHEAR WALL INDICATED IN THIS PLAN. CONT. METAL GUTTER ON 5/4 X S FASCIA BD. TYP. COMPOSITION ROOFING ON 15 "FELT UNDERLAYMENT ON 15/32' SHEATHING TYPICAL. CONT. METAL GUTTER ON 5/4 X 8 FASCIA P. TYP. �-- 6' BEVEL SIDING SCALE SCALE: x 10 BAND BD. TYP. 1/4 ' _0 COMPOSITION ROOFING ON 15 a FELT UNDERLAYMENT ON 15/32' SHEATHING TYPICAL. APPROX GRADE 5/4 x 4 CORNER BD. TYP. TOP PLATE 5/4x4 CORNER BD. 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' mmiQ1I1.1 COMPOSITION ROOFING ON 15 a FELT UNDERLAYMENT ON 15/32' SHEATHING TYPICAL. lei.. 1111n.,_ 11111iI lh 111111n1�mnm.•. 111111111111111111111111111b.,. I �iml1ll%1111(in ll�n1 111111111111111111111 111111m�11111.. 11n11iQn11111n111 111111111n11111Ik 1im11 1I11,1111mIr1 mni SCALE : 1 4. } k /A, /LL EG t' >�- e� CONT . METAL GUTTER ON 5/4 X 8 FASCIA BD. TYP. 6' BEVEL SIDING - 5 / 4 X 4 4 TRIM BD. 5/4 x 4 CORNER BD. TYP. WRAP P.T. 6 x 6 POST TO 12' COLUMN W/ CAP 4 BASE TRIM TYP. - 5/4 x 10 BAND BD. TYP. CONT. METAL GUTTER ON 5/4 X 8 FASCIA BD. TYP. - 6' BEVEL SIDING TOP PLATE SUB FLOOR REVYEWED FOR CODE COMPLIANCE TOP PLATE \ WRAP P.T. 6 x 6 POST TO 12' COLUMN W/ GAP 4 BASE TRIM TYP.' 5/4 X 4 TRIM BD. 6' BEVEL SIDING - 5/4 x 10 BAND BD. TYP. IGI-4T ELEVATION FONT ELEVATION NOTE: PROVIDE CONTINUOS PRE - PAINTED G.I. 'Z' FLASHING AT ALL EXT. DOOR 4 WINDOW HEADERS. SHINGLE SIDING © 2007 CASCADE RESIDENTIAL DESIGN, INC. PROVIDE STEPS DN. TO GRADE LOUVERED ATTIC VENTS - VERIFY SHEAR WALL NAILING AND HOLDOWNS ARE PER PLAN AND SCHEDULE PRIOR TO INSTALLING SIDING - MASONRY AND UJOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.R.C. - PROVIDE GALVANIZED SHEET METAL FLASHING AND COUNTERFLASHING AT ALL ROOF / WALL INTERSECTIONS, CHIMNEYS, AND SKYLIGHTS - PROVIDE WEATHERSTRIPPING AND FLASHING AT ALL DOORS AND WINDOWS AS REQUIRED - CAULK ALL EXTERIOR JOINTS AND PENETRATIONS - POST ADDRESS ON BLDG. PRIOR TO FINAL INSPECTION - LOTS SHALL BE GRADED AS TO DRAIN SURFACE WATER AWAY FROM FOUNDATION WALL. SLOPE SHALL BE 6° IN FIRST 10 FT, OR DRAINS OR SWALES 61 IALL BE PROVIDED TO ENSURE DRAINAGE AWAY FROM STRUCTURE FASTENERS TO BE HOT - DIPPED GALV. STEEL, STAINLESS OR ALUM. (CORROSION RESISTANT) COMPOSITION ROOFING ON 15 FELT UNDERLAYMENT ON 15/32' SHEATHING TYPICAL. NOTE: APPROVED NUMBERS OR ADDRESSES SHALL BE PROVIDED FOR ALL NEW BUILDINGS IN SUCH A POSITION AS TO BE PLAINLY vISIBLE AND LEGIBLE FROM THE STREET OR ROAD FRONTING THE PROPERTY. SCALE ".= 1 023 REGFIV T`( JAN -1 1 20 . 03 REVISION DATE: INIT: PROJECT a DATE: 08 - 04 - 04 INIT: DL5 PROJECT i: * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR NOTE: REFER TO STRUCTURAL SHEETS FOR 5HEAR UJALL SCHEDULE AND ENGINEERING PLAN WHICH CONTAIN DETAIL REFERENCES AND /OR INSTRUCTIONS PERTAINING TO EACH SHEAR WALL INDICATED IN THIS PLAN. WRAP P.T. 6 x 6 POST TO 12' COLUMN W/ CAP 4 BASE TRIM TYP. i ICWT ELEVATION SHINGLE SIDING ���` ..111m�1... 411mmr11m n... ..Timm •- � ��,mn11��.. .:�Im1mrI1 r nlmnlm��. 12 ,Ii111m111mr1n 1111/1111Imtim. 12 6V _a u mnllmrl1mr11 �.. �6 .)m11mn1m1l1m um oninnu m1m1Iiion.,, ,..o m umr��mmir almm nnutomu nrm �mnrlmh, .an m11l mico n/n1m1 invo1m1I1m111111n1 1IImnnuni.,, .alm m ntemmo nu m111em11nm11111mn11m mn1mmuntrnln .._ gioni 1r11mrnumunm winum 1mnimnlm111mr111I111 r11mrngub lln1r11mn1mm1mm n urn nn1nau mn1mr11mn1mn1mnl mmume m � � r in1mnmlrmumi m111m orim mnlm111m111m11m1rmmu mrmnmmlm dimmlmmimr11mr110101mr11n1r11111111mr11111r11mr11mrl1mn1n1111n1111mr11mr11 .11Imnlm0l/�rlln■ rat 11 11I/ I/ nlmr1lil/n1111111n1nimnlm001110 m111 Th111m/m�lmr1 �enfr111mn11111111r111m111m111111r11111111111111m111mnm11111100011r1111Ir111n11I1n1111mr11mr1 i011r11m11111111r110111N11n1n1111n ■r1 it 1 1 11 II 11 I I II n II 11 I n © 2006 CASCADE RESIDENTIAL DESIGN, INC. NOTE: PROVIDE CONTINUOS PRE - PAINTED G.I. 'Z" FLASHING AT ALL EXT. DOOR 4 WINDOW HEADERS. 6 12 LEFT ELEVATION LOUVERED ATTIC VENTS II 1111II11111 III VERIFY SHEAR WALL NAILING AND INOLDOUJNS ARE PER PLAN AND SCHEDULE PRIOR TO INSTALLING SIDING - MASONRY AND WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.R.C. - PROVIDE GALVANIZED SHEET METAL FLASHING AND COUNTERFLASHING AT ALL ROOF / WALL INTERSECTIONS, CHIMNEYS, AND SKYLIGHTS - PROVIDE WEATHERSTRIPPING AND FLASHING AT ALL DOORS AND WINDOWS AS REQUIRED - CAULK ALL EXTERIOR JOINTS AND PENETRATIONS - POST ADDRESS ON BLDG. PRIOR TO FINAL INSPECTION LOTS SHALL BE GRADED AS TO DRAIN SURFACE WATER AWAY FROM FOUNDATION WALL. SLOPE SHALL BE 6 IN FIRST 10 FT, OR DRAINS OR SWALES SHALL BE PROVIDED TO ENSURE DRAINAGE AWAY FROM STRUCTURE LOUVERED ATTIC VENTS COMPOSITION ROOFING ON 15 * FELT UNDERLAYMENT ON 15/32" SHEATHING TYPICAL. 1n11n. In11 11m1�. �11111/Irnln1111��." Ivan ir r l � n .� rl ! I n' I :n'�: i ii�ii... NOTE: APPROVED NUMBERS OR ADDRESSES SHALL BE PROVIDED FOR ALL NEW BUILDINGS IN SUCH ,4' POSITION AS TO BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET OR ROAD FRONTING THE PROPERTY. SCALE 1 /,dnc li_V' 7 COMPOSITION ROOFING ON 15 a FELT UNDERLAYMBNT ON 15/32' SHEATHING TYPICAL. .AUG 14 2010 CONT. METAL GUTTER ON 5/4 X 8 FASCIA BD. TYP. 5/4 x 10 BAND BD. 6° BEVEL SIDING - 5/4 X 4 TRIM BD. CONT. METAL GUTTER ON 5/4 X 8 FASCIA BD. TYP. 6 BEVEL SIDING RECE CIT`( i7) JAN 7 12008 PL!tIViif' /ED SHEAR WALL SCHEDULE WALL MARK SHEATHING THICKNESS SIDE SHEAR PANEL EDGE NAILING FIELD NAILING FRAMING Q ABUTTING PANEL EDGES BASE PLATE NAILING ' ANCHOR BOLT DIA. 4 SPACING SILL PLATE SIZE HOEDOWN TYPES I :' 1/16' ONE ad a 6' O.C. 12' O.C. 2X 16d NAILS 9 8' O.C. 5/8'. a 12' O.G. 2X PER KEY PLAN PI -4 1/16' ONE 8d a 4' O.G. 12' O.C. 2X 16d NAILS a 4' O.C. 5/8'. a 36' O.G. 2 X pER KEY PLAN P 00 7/16' ONE SEE DETAIL H4 ON SHEET SI FOR NAILING SPACING, STRAP 4 HOEDOWN TYPES I. FRAMING SHALL BE HEM -FIR °2 a 16' O.C. MAX (UN.O.). THICKNESS OF STUDS TO BE 2x UNLESS NOTED IN SCHEDULE: 2. SHEATHING PANELS MAY BE LAYED VERTICAL OR HORIZONTAL. BLOCK ALL HORIZONTAL EDGES W/ 2x OR 3x BLOCKING PER SCHEDULE (U.N.O.) 3. ALL EXTERIOR WALLS NOT DESIGNATED AS SHEARWALLS SHALL RECEIVE APA RATED SHEATHING OR ALL VENEER PLYWOOD SIDING OF EQUIVALENT THICKNESS AT POINT OF FASTENING ON PANEL EDGES, FULLY BLOCKED WITH MINIMUM NAILING OF 8d a 6' O.C. EDGE, 12° O.C. FIELD, 4. NAILING APPLIES TO ALL STUDS, TOP AND BOTTOM PLATES, AND BLOCKING. PLYWOOD JOINT AND SILL PLATE NAILING SHALL BE STAGGERED PER IBC TABLE 2306.4.1, NOTE (I). 5. ANCHOR BOLT SPACING IS 6' -0' O.C. UNLESS NOTED OTHERWISE IN SCHEDULE. MINIMUM OF 2 ANCHOR BOLTS PER PIECE OF FOUNDATION PLATE. ANCHOR BOLTS SPACED NO GREATER THAN 12' AND NO LESS THAN 1 TIMES THE ANCHOR BOLT DIAMETER AT ENDS AND SPLICES. PROVIDE 14'x3 °x3' WASHERS AT ANCHOR BOLTS. DO:NOT RECESS BOLTS. 6. ALL NAILS FOR SHEAR WALLS SHALL BE "COMMON OR. GALVANIZED BOX NAILS (UN.0) PER IBC TABLE 2306.4.1. ALL SPECIFIED NAILS SHALL HAVE THE FOLLOWING DIMENSIONS: 8d' COMMON (0.131' DIA., 2y' LONG), Sd BOX (0.113' DIA., 2)i' LONG), 10d COMMON (0.148' DIA., 3° LONG), 10d BOX (0.128' DIA., 3' LONG), I6d COMMON (0.162' DIA., 3y' LONG), 16d SINKER (0.148' DIA., 3Y4' LONG), 5d COOLER (0.086' DIA., 1 LONG), bd COOLER (0.092' DIA., I Y8' LONG) 1 1. 1 Y4' No. 6 DRYWALL SCREWS (TYPE W OR 5) MAY BE SUBSTITUTED FOR NAILS LISTED AS 5d COOLER OR 6d COOLER FOR GYPSUM WALL BOARD SHEARWALLS PER IBC TABLE 2306.4.5.; 8. IN LIEU OF 3x VERTICALS AND BLOCKING AT PANEL EDGES, 2 -2x'S W/ I0d FACE NAILS STAGGERED AT THE SAME SPACING AS PANEL EDGE NAILING MAY BE SUBSTITUTED. PLYWOOD EDGES TO BE CENTERED BETWEEN THE 2 -2x MEMBERS (THIS ALTERNATIVE DOES NOT APPLY TO FOUNDATION SILL PLATES OR TO WALLS WITH 8d EDGE NAILING AT 2' O.C. OR I0d EDGE NAILING AT 3' O.G. OR 2' O.C. OR WALLS SHEATHED ON BOTH SIDES) 9. HOLDDOUJNS AND STRAPS OF EQUIVALENT UPLIFT CAPACITY MAY SUBSTITUTED FOR THOSE LISTED IN THE SHEARWALL SCHEDULE. COORDINATE WITH MANUFACTURER TO VERIFY APPLICABILITY AND PROPER INSTALLATION METHODS OF SUBSTITUTED HARDWARE. 10. SQUASH BLOCKS REQUIRED AT ENDS OF SHEAR WALLS WHERE FULL BEARING IS NOT PROVIDED BY THE FRAMING BELOW. 11. SIMPSON MASP MUDSILL ANCHORS, EVENLY SPACED, MAY BE SUBSTITUTED (2) FOR (1) FOR THE //' DIA. SILL PLATE ANCHOR BOLTS SPECIFIED. (I.E. (2) MASP REPLACE (I) %' DIA ANCHOR BOLT) S41E4R WALL SCHEDULE SCALE: /4' =1' (4) 1. SHEAR WALL PER PLAN W/ DBL STUDS AT HOLDOUJN MINIMUM 2. ANCHOR BOLT STYLE HOEDOWN PER PLAN INSTALLED PER MANUF. SPECS.' 3. RIM BOARD PER PLAN 4. FLOOR JOIST SYSTEM PER PLAN 5. ANCHOR BOLT INSTALLED PER MANUF. SPECS.(SEE BELOW FOR SIZE PER HOLDOUJN) 6. CONCRETE STEM WALL PER PLAN 1. EXTEND ANCHOR BOLT UJ/ COUPLER NUT 4 ALL THREAD ROD HOLDOUN ANCHOR SIMPSON LTT2013 SSTBI6 SIMPSON LTTI3I SST5I6 SIMPSON HTTI6 SSTBI6 SIMPSON PHP2 SST13I6 SIMPSON PHDS SST320 SIMPSON PHD6 SSTB28 SIMPSON HDQB S5T1328 (USE SSTI3L ANCHOR 5OL7 TYPICAL 4NCI-IOR I3OLT NOLDOWN EMBED. 12 /a' 12 12 12 16 24 24'8' a 3x PLATE) (5) r EXTENT OF HEADER (ONE BRACED WALL PANEL) (1) SCALE: h' =1' (3) (2) (4) � -18T (9) EXTENT OF HEADER (TWO BRACED WALL PANELS) (5) (6) (10) rt TO I8ft (4) (5) M5T48 M5TC28 (5) (2)- PI- 5Tb224 SCALE: %4' =1' SCALE: 3 /4'=1' SECTION PORTAL FRAME CONSTRUCTION (FIELD 15UILT) THRU WALL M5T48 M. SATE (6) r BEDROOM 0 4 1 M. BATH BATH HALLWAY OPEN TO BELOW SCALE: 1 /8 " =1' -0" (4) M5T28 ( 5 ) TYPICAL STRAP TIE I-IOLDOUJN e FOUNDATION BEDROOM +2 UTIL, BEDROOM +3 UPPER FLOOR SHEAR WALL KEG' PLAN SCALE: 1/8 " =1' -0" (3) 2. RIM BOARD PER PLAN 3. BEAM PER PLAN 4. FLOOR JOIST SYSTEM PER PLAN 5. STRAP TIE PER PLAN CENTER STR:' ON RIM a WALL TO WALL 4 CENTER STRAP ON FLOOR DIAPHRAGM a WALL TO BEAM 6. LOWER FLOOR WALL PER PLAN W/ DBL STUDS AT STRAP MINIMUM TYPICAL STRAP TIE I-10LDOUJ\ e WALL TO WALL 4 WALL TO E3E4M I -6 M5T48 I. UPPER FLOOR WALL PER PLAN W/ DBL STUDS AT STRAP MINIMUM I. SHEAR WALL PER PLAN W/ DBL STUDS AT HOLDOWN MINIMUM 2. STRAP TIE HOLDOUJN PER PLAN INSTALLED PER MANUF. SPECS. 3. RIM BOARD PER PLAN 4. FLOOR JOIST SYSTEM PER PLAN 5. CONCRETE STEM WALL PER PLAN 1. HEADER PER PLAN (MINIMUM 3'x1114 °) 2. MINIMUM (2)2x4 STUD FRAMING TYP. 3. FASTEN TOP PLATE TO HEADER W/ 2 ROWS OF I6d SINKER NAILS a 3' O.C. TYP. 4. SIMPSON LSTA24 STRAP TIE HEADER TO WALL ON (4) INSIDE FACE 5. FASTEN SHEATHING TO HEADER W/ 8d COMMON OR GALV. BOX NAILS IN 3' GRID PATTERN A5 SHOWN 4 3' O.C. IN ALL FRAMING (STUDS, BLOCKING, SILLS) TYP. 6. 3/a" MINIMUM THICKNESS WOOD STRUCTURAL PANEL SHEATHING 1. FOR PANEL SPLICE (IF NEEDED), PANEL EDGES SHALL BE BLOCKED UJ/ 3x OR (2) 2x, 4 OCCUR WITHIN 24' OF MID HEIGHT. IF 2x BLOCKING IS USED, FACE NAIL W/ (3) I6d SINKERS, S. 4200x STRAP TIE HOLDOUJN PER PLAN 9. %' DIA. ANCHOR BOLT W/ 1' MINIMUM EMBEDMENT. USE 3 /6'x2 "X2' PLATE WASHER MINIMUM (TESTED ASSEMBLY) 10. FOUNDATION PER PLAN 11, SHEATHING FILLER IF NEEDED 12. 1000# STRAP TIE HOEDOWN PER PLAN (5) (12 P ANEL FAMILY RI WALL ER PL KITCHEN ` it (10) STHDIORJ' LINE UP 5TINDIORJ STHpImRJ AR W PER L PAN LAN F OR FLOOR DIAPHRAGM �F TRUSSES OR RAFTERS W/ 2x OCKING PER PLAN. USS /RAFTER SECURED TO TOP LATE W/ FRAMING CLIP PER PLAN 3, DBL TOP PLATE - MIN LAP SPLICE 24' W/ (8) I6d NAILS 4. HEADER PER PLAN 5. BLOCKING REQ'D AT ABUTTING PANEL EDGES (AS OOCURS) 6 . BASE /SOLE PLATE W/ BASE PLATE NAILING PER SCHEDULE 1 STRAP TIE PER PLAN INSTALLED PER MANUF. SPECS. S. FLOOR JOIST PER PLAN W/ CONT. SOLID RIM BOARD 9. SQUASH' BLOCKS REQ'D AT ENDS OF SHEAR WALLS WHERE PULL BEARING IS NOT PROVIDED BY FRAMING` BELOW 10, STRAP TIE HOLDOUNS PER PLAN INSTALLED PER MANUF. SPECS. 11. ANCHOR BOLT HOLDOUNS PER PLAN INSTALLED PER MANUF. SPECS. 12. MAIN FLOOR JOISTS PER PLAN W/ SOLID CONTINUOUS RIM BOARD (NOT REQ'D AT SLAB ON GRADE) 13. PRESSURE TREATED SILL PLATE W/ 5 /8' DIA. ANCHOR BOLTS SPACED PER SHEAR WALL SCHEDULE 14. ADDITIONAL FRAMING (4 HOLDOUN AS REQ'D) BELOW END OF UPPER FLOOR SHEAR WALL ,A /11 REVISION DATE: 12 -13 -01 09 -18 -06 1 EXPIRES: JUNE 5. 2009 INIT: INIT: TN. /2.1107 PROJECT *: UPDATED (3) SCALE: 1 =1' PNP6 LINE UP STHD1 4 5T1-1D812,1 (2) STHD1 ORJ 2 G,4R Cs,4RACsE MAN FLOOR SI -1E4R WALL, KEY FLAN (13) (1) STI TTRJ LINE UP N4 STHD14 TYPICAL 5I-IEAR WALL ELEVATION 57NDfsRJ STHDBRJ LINE UP NOTE: ELEVATION DOES NOT REPRESENT A SPECIFIC SHEAR WALL. PLEASE REFER TO THIS DETAIL FOR EXAMPLES OF VARYING SHEAR WALL CONDITIONS. SEA SHEAR WALL SCHEDULE 4 KEY PLAN FOR SPECIFIC NAILING, HOLDOIJN TYPES /LOCATIONS, 4 FRAMING SIZES. SCALE: 3 /4 • =1 1 ri rour- (2 ) • • N ".,;\ \\\ \\\ \ \ SCALE: 3 /4'r.l' 117//4/7/17/M/I •-• ( 9) 2) (4) (5) (6 ) (1) (8) 1. BEAM PER PLAN BEAM BUILT UP POST AT BEAM 65 ,,,, .. I. E3A5E PLATE WALING PER SHEAR WALL SCHEDULE 2. SHEAR WALL EDGE NAILING PER SHEAR WALL SCHEDULE 3. SOLID CONTINUOUS RIM BOARD TOE NAILED TO SILL W/ ad NAILS 0 6' O.C. SECURE RIM TO EACH JOIST W/ (2) 8d NAILS 4. FLOOR JOIST PER PLAN SECURED TO SILL PLATE 111/ (2) ed NAILS 5. 2X PRESSURE TREATED SILL PLATE UN.O. IN SHEAR WALL SCHEDULE 6. (1) REBAR IN UPPER 12' OF STEM WALL 1 Ve DI.4. ANCHOR BOLT 6 12' O.G. UN.O. IN SHEAR WALL SCHEDULE W/ MIN. EMBEDMENT 8. *4 VERTICALS 4+ 48' O.G. LW STANDARD I-100K REQUIRED, ALTERNATE E3ENDS, NO WET / // SETTING PERMITTED ' 16 e 2 STORY 9. (2) #4 REBAR CONTINUOUS IN 24' * 3 STORY FOOTING a FOUND AT ION STEM WALL I. 134SE PLATE NAILING AND EDGE NAILING PER 51-IEAR WALL SCHEDULE 2. I-JOIST PER PLAN SECURED TO SILL PLATE UV (2) Sd NAILS 3. SOLID CONTINUOUS RIM BOARD U1/ 8d NAILS TO TOP AND BOTTOM CI-IORD OF EACH JOIST 4. JOIST REINFORCEMENT WHERE REQUIRED BY JOIST MANUF. 5. I-JOIST BLOCKING SECURED TO SILL PLATE W/ 8d NAIL5 AT 6' 0.C. 6. STEM WALL PER PLAN I-JOIST CANTILEVER AT STEM WALL 1. 2x STUD WALL W/ BASE PLATE NAILING PER SHEAR WALL SCI-1EDULE 2. EDGE NAILING PER SHEAR WALL SCHEDULE 3. I-JOIST PER PLAN SECURED TO TOP PLATE 1U/ (2) 8d NAILS 4. SOLID CONTINUOUS RIM BOARD W/ 8d NAIL TO TOP AND BOTTOM CHORD OF I-JOIST 4 TOE NAILED TO TOP PLATE WITI-1 8d NAILS 0 6' O.G. 5. SHEATHING PANEL EDGE 4 EDGE NAILING PER SHEAR WALL SCI-IEDULE W/ SIMPSON LTP4 48' O.C. NOTE: IF SHEATHING JOINTS ARE RELOCATED TO OCCUR ON THE RIM, THE SIMPSON LTP4 MAY BE ELIMINATED FLOOR JOIST BEARING AT STUD WALL SCALE: 3 /4 1 :1' 3. KING STUD EXTENDED TO TOP OF BEAM W/ (6)-16d NAILS TO BEAM (STAGGERED) EACH SIDE 4. PLYWOOD OR 05B FILLER 45 NEEDED 5. NAIL PLIES OF BUILT UP 2x POST WITH 10d NAILS 6 12' O.C. (STAGGERED) 6. RIME3OARD, GABLE FRAMING, OR BLOCKING 2. DIBL 2x TOP PLATE W/ SIMPSON MSTC28 STRAP ON EXTERIOR FACE ()0) (4) (5) (2) (5) (4) (5) (2) 1 16' * 2 STORY 9. 24' 6 3 STORY 8 FOUNDATION STEM WALL SCALE: (1) •\//,//. (1) ' </\\/\/\/\/\/\<\\\ 9- , 10. STEM WALL 4 FOOTING PER PLAN PONY WALL FOR USE ON SLOPED LOTS SCALE: 3 4 1 =1' FLOOR JOIST PARALLEL TO STUD WALL SCALE: Y1=1' (1) (3) (2) (3) 2. EDGE NAILING PER SHEAR WALL SCHEDULE (3) ( 9) (4) (5) (6 ) (1) (8) I. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. SHEAR WALL EDGE NAILING PER SHEAR WALL SCHEDULE 3. SOLID CONTINUOUS RIM BOARD TOE NAILED TO SILL UJ/ 8d NAILS 6 6' O.C. SECURE RIM TO EACH JOIST W/ (2) 8d NAILS 4. FLOOR JOIST BLOCKING AT FLOOR SHEATHING PANEL EDGES (48' 0.C.) SECURED TO SILL PLATE W/ (2) 8d NAILS 5. 2X PRESSURE TREATED SILL PLATE UN.O. IN 5I-EAR WALL SCHEDULE 6. (I) #4 REBAR IN UPPER 12' OF STEM WALL 5 4' DIA. ANCHOR BOLT 6 12' O.C. UN.O. IN SHEAR WALL SCHEDULE W/ 1• MIN. EMBEDMENT a kt vERTICALS e 48' 0.C.111/ STANDARD I400K REQUIRED, ALTERNATE BENDS, NO WET SETTING PERMITTED (2) M REBAR CONTINUOUS IN FOOTING 1 2x STUD WALL W/ BASE PLATE NAILING PER SNEAR WALL 5C1-IEDULE 3. I-JOIST PER PLAN SECURED TO TOP PLATE UJ/ (2) 8d NAILS 4. SOLID CONTINUOUS RIM BOARD ill/ 8d NAIL TO TOP AND BOTTOM CI4ORD OF I-JOIST 4 TOE NAILED TO TOP PLATE WITH Sd NAILS e 6' O.C. 5. GI-EATHING PANEL EDGE W/ EDGE NAILING PER 81-IEAR WALL SCHEDULE 6. SIMPSON LTP4 6 45' O.C. SIMPSON M5T60 STRAP ALIGNED W/ STRAP STYLE HOLDOWN PER PLAN (ANCHOR BOLT STYLE HOLDOUNS TO BE EXTENDED TO WALL ABOVE W/ COUPLER NUT AND ALL TREAD ROD) 5. 2x6 CRIPPLE WALL W/ STUDS 6 16 O.G. WEANED 4 NAILED W/ 8d NAILS 0 4' O.C. EDGE 412 O.C. FIELD HOLDOWN PER PLAN 1. 2x STUD WALL W/ BASE PLATE NAILING PER SHEAR WALL SCI-IEDULE 2. EDGE NAILING PER SHEAR WALL SCHEDULE 3. I-JOIST BLOCKING 6 FLOOR SHEATHING PANEL EDGES (48' 0.C.) SECURED TO TOP PLATE W/ (2) 8d NAILS 4. SOLID CONTINUOUS RIM BOARD W/ Sd NAIL TO TOP AND BOTTOM CHORD OF I-JOIST 4 TOE NAILED TO TOP PLATE WITH 8d NAILS 6 6 O.C. 5. SHEATHING PANEL EDGE 4 EDGE NAILING PER SHEAR WALL SCHEDULE 111/ SIMPSON LTP4 e 48' O.C. NOTE: IF SHEATHING JOINTS ARE RELOCATED TO OCCUR ON THE RIM, THE SIMPSON LTP4 MAY BE ELIMINATED I. BEAM PER PLAN 2. 2x STUD WALL W/ BUILT UP POST PER PLAN (SAME WIDTH AS BEAM MINIMUM) 3. SIMPSON 435 OR LTP4 BOTH SIDES OF BEAM U.N.O. 4. BEAM SPLICE AS OCCURS INTERIOR FOOTING E3E4M LINE SCALE: 3 /4 1 .:1' //- 3' TYP. STEPPED FOOTING AT SLOPED LOT SCALE: NTS (3) (5)- 1 24' TYR 24' TYP. (I) ELEVATION (4) 2 STEPI (2) (2) (1) (I) (3) 1 1STEP 2 MI= • 10.1=11011111111111111111111 1111115 (4) (2) (3) (4) ( 5 ) FLOOR JOIST AT BEAM 6 SCALE: 3 /4 1 :1' 1. I-JOIST BLOCKING REQUIRED AT BEARING OR SHEAR WALLS ABOVE OR WHEN JOISTS ARE NOT CONTINUOUS AT BEAM 2. SECURE BLOCKING TO BEAM UJ/ Sd NAILS o 6' O.G. 3. I-J015T PER PLAN 4. BEAM PER PLAN 5. 2X OR SHEATHING CLEATS BOTH SIDES TO SECURE BEAM TO POST 6 Z>. 6X TREATED POST (4X6 MIN AT BEAM SPLICE) •. SIMPSON 434 FRAMING ANCHOR UJ/ CONCRETE NAILS 5. ISOLATED OR CONTINUOUS SPREAD FOOTING PER PLAN 1. FOOTING PER PLAN 2. PROVIDE t'4 BAR(S) WITHIN UPPER 12° PER STEM WALL DETAIL 3. VERTICAL REBAR SPACED PER STEM WALL DETAIL_ 4. * REBAR SPLICE BAR 3' TYP. X 2 STEP I 7 ct z E 1. 2x STUD WALL W/ BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. CGE-_ \AILING PER SHEAR WALL SCI-IEDULE 3. FLOOR JOIST PER PLAN L11/ JOIST HANGER PER MANUF. 4. BEAM PER PLAN 5. WALL SHEATHING CONTINUOUS OVER BEAM UJ/ EDGE NAILING; PER SHEAR WALL SCHEDULE 6. I-JOIST BLOCKING 6 FLOOR SHEATHING PANEL EDGES (45' 0.C.) SECURED TO TOP PLATE W/ (2) bd NAILS 1. 2x SHEAR WALL ABOVE (A5 OCCURS) PER SHEAR WALL SCHEDULE. 2. I-JOIST BLOCKING SECURED TO TOP PLATE W/ 8d NAILS 6 6' O.C. 3. FLOOR JOIST PER PLAN SECURE TO TOP PLATE UJ/ (2) Sd NAILS 4. 2x SHEAR WALL PER SHEAR WALL SCHEDULE E3E4M AT BEARING WALL O FLOOR JOIST AT INTERIOR St-1E4 R WALL Ic/iu SCALE: 3/4'=I' 6 I SCALE: SCALE: 3 /4'=I I (1) SCALE: 3 / 4 !::1' cl (2) co (I) (5) (1) 16' 6 2 FOR) a" 2 41 3 SLAB ON GRADE (3) (3) (4) 1111111111111111NIIIMMIIIIIIM FLOOR JOIST AT f3E4M I. %' DIA. ANCHOR BOLT 12' O.C. UN.O. IN SHEAR WALL SCHEDULE W/ 1° MIN. EMBEDMENT 2. 2X PRESSURE TREATED SILL PLATE U.N.O. IN SHEAR WALL SCHEDULE 3. 51-IEAR WALL EDGE NAILING PER SHEAR WALL SCHEDULE 4. 4' CONCRETE SLAB OVER 4° COMPACT FILL 5. FINISH GRADE OR SLAB AS OCCURS . 6. (D *4 REBAR IN UPPER 12' OF STEM WALL 1. *4 VERTICALS 6 48' O.C. W/ STANDARD 1-100K REQUIRED, ALTERNATE BENDS, NO WET SETTING PERMITTED a. (2) *4 REBAR CONTINUOUS IN FOOTING 1, FLOOR JOIST (ONE OR 130TH SIDES OF BEAM) PER PLAN UJ/ JOIST HANGER PER MANUF. 2. FLOOR DIAPHRAGM EDGE NAILING 3. BEAM PER PLAN (1) ( I) (2) (4) 1 I JOIST CANTILEVEfR SCALE: 3 /4'" • • PER PLAN ( 4) ( 5 ) (I) (3) ( ) L WOOD POST tw ARCHITECTURAL COVER PER PLAN 2. POST BASE HARDWARE 3. FINISHED GRADE OR SLAB AS OCCURS 4. 12' DIA OR SQUARE CONCRETE PEDESTAL (OPTIONAL) 5. (4) VERTICALS 11// STANDARD HOOK AT CONCRETE PEDESTAL 6. *3 TIES AT 12' O.C. 1. ISOLATED OR CONTINUOUS FOOTING PER PLAN REVIEWED FOR CODE COMPLIANCE MED APR 2,1 20 CitY BUILDING DIVISION I, BASE PLATE NAILING AND EDGE NAILING PER SHEAR WALL SCHEDULE 2. I-JOIST PER PLAN SECURED TO SILL PLATE W/ (2) Sd NAILS 3. SOLID CONTINUOUS RIM BOARD UJ/ 5d NAILS TO TOP AND BOTTOM CHORD OF EACH JOIST 4. WEB STIFFENER AND/OR JOIST REINFORCEMENT 1111--IERE REQUIRED BY JOIST MANUF. 5. I-JOIST BLOCKING SECURED TO TOP PLATE W/ Sd NAILS AT 6' O.C. 6. 2x STUD WALL OR BEAM PER PLAN AUG 1 4 ZO1U RECEIVED CITY OF - 11)W,NILA •• . • JAN 1.1 2008 FbIIMFF (;;El\,(f ER • . 4 MAX / 18' MIN I 1 De MEW& TN UPDATED 09-18-06 TN UPDATED S2 3 DATE: • 09-29-04 F TN. , PROJECT s: SCALE: 3 /4 • =1 1 ri rour- (2 ) • • N ".,;\ \\\ \\\ \ \ SCALE: 3 /4'r.l' 117//4/7/17/M/I •-• ( 9) 2) (4) (5) (6 ) (1) (8) 1. BEAM PER PLAN BEAM BUILT UP POST AT BEAM 65 ,,,, .. I. E3A5E PLATE WALING PER SHEAR WALL SCHEDULE 2. SHEAR WALL EDGE NAILING PER SHEAR WALL SCHEDULE 3. SOLID CONTINUOUS RIM BOARD TOE NAILED TO SILL W/ ad NAILS 0 6' O.C. SECURE RIM TO EACH JOIST W/ (2) 8d NAILS 4. FLOOR JOIST PER PLAN SECURED TO SILL PLATE 111/ (2) ed NAILS 5. 2X PRESSURE TREATED SILL PLATE UN.O. IN SHEAR WALL SCHEDULE 6. (1) REBAR IN UPPER 12' OF STEM WALL 1 Ve DI.4. ANCHOR BOLT 6 12' O.G. UN.O. IN SHEAR WALL SCHEDULE W/ MIN. EMBEDMENT 8. *4 VERTICALS 4+ 48' O.G. LW STANDARD I-100K REQUIRED, ALTERNATE E3ENDS, NO WET / // SETTING PERMITTED ' 16 e 2 STORY 9. (2) #4 REBAR CONTINUOUS IN 24' * 3 STORY FOOTING a FOUND AT ION STEM WALL I. 134SE PLATE NAILING AND EDGE NAILING PER 51-IEAR WALL SCHEDULE 2. I-JOIST PER PLAN SECURED TO SILL PLATE UV (2) Sd NAILS 3. SOLID CONTINUOUS RIM BOARD U1/ 8d NAILS TO TOP AND BOTTOM CI-IORD OF EACH JOIST 4. JOIST REINFORCEMENT WHERE REQUIRED BY JOIST MANUF. 5. I-JOIST BLOCKING SECURED TO SILL PLATE W/ 8d NAIL5 AT 6' 0.C. 6. STEM WALL PER PLAN I-JOIST CANTILEVER AT STEM WALL 1. 2x STUD WALL W/ BASE PLATE NAILING PER SHEAR WALL SCI-1EDULE 2. EDGE NAILING PER SHEAR WALL SCHEDULE 3. I-JOIST PER PLAN SECURED TO TOP PLATE 1U/ (2) 8d NAILS 4. SOLID CONTINUOUS RIM BOARD W/ 8d NAIL TO TOP AND BOTTOM CHORD OF I-JOIST 4 TOE NAILED TO TOP PLATE WITI-1 8d NAILS 0 6' O.G. 5. SHEATHING PANEL EDGE 4 EDGE NAILING PER SHEAR WALL SCI-IEDULE W/ SIMPSON LTP4 48' O.C. NOTE: IF SHEATHING JOINTS ARE RELOCATED TO OCCUR ON THE RIM, THE SIMPSON LTP4 MAY BE ELIMINATED FLOOR JOIST BEARING AT STUD WALL SCALE: 3 /4 1 :1' 3. KING STUD EXTENDED TO TOP OF BEAM W/ (6)-16d NAILS TO BEAM (STAGGERED) EACH SIDE 4. PLYWOOD OR 05B FILLER 45 NEEDED 5. NAIL PLIES OF BUILT UP 2x POST WITH 10d NAILS 6 12' O.C. (STAGGERED) 6. RIME3OARD, GABLE FRAMING, OR BLOCKING 2. DIBL 2x TOP PLATE W/ SIMPSON MSTC28 STRAP ON EXTERIOR FACE ()0) (4) (5) (2) (5) (4) (5) (2) 1 16' * 2 STORY 9. 24' 6 3 STORY 8 FOUNDATION STEM WALL SCALE: (1) •\//,//. (1) ' </\\/\/\/\/\/\<\\\ 9- , 10. STEM WALL 4 FOOTING PER PLAN PONY WALL FOR USE ON SLOPED LOTS SCALE: 3 4 1 =1' FLOOR JOIST PARALLEL TO STUD WALL SCALE: Y1=1' (1) (3) (2) (3) 2. EDGE NAILING PER SHEAR WALL SCHEDULE (3) ( 9) (4) (5) (6 ) (1) (8) I. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. SHEAR WALL EDGE NAILING PER SHEAR WALL SCHEDULE 3. SOLID CONTINUOUS RIM BOARD TOE NAILED TO SILL UJ/ 8d NAILS 6 6' O.C. SECURE RIM TO EACH JOIST W/ (2) 8d NAILS 4. FLOOR JOIST BLOCKING AT FLOOR SHEATHING PANEL EDGES (48' 0.C.) SECURED TO SILL PLATE W/ (2) 8d NAILS 5. 2X PRESSURE TREATED SILL PLATE UN.O. IN 5I-EAR WALL SCHEDULE 6. (I) #4 REBAR IN UPPER 12' OF STEM WALL 5 4' DIA. ANCHOR BOLT 6 12' O.C. UN.O. IN SHEAR WALL SCHEDULE W/ 1• MIN. EMBEDMENT a kt vERTICALS e 48' 0.C.111/ STANDARD I400K REQUIRED, ALTERNATE BENDS, NO WET SETTING PERMITTED (2) M REBAR CONTINUOUS IN FOOTING 1 2x STUD WALL W/ BASE PLATE NAILING PER SNEAR WALL 5C1-IEDULE 3. I-JOIST PER PLAN SECURED TO TOP PLATE UJ/ (2) 8d NAILS 4. SOLID CONTINUOUS RIM BOARD ill/ 8d NAIL TO TOP AND BOTTOM CI4ORD OF I-JOIST 4 TOE NAILED TO TOP PLATE WITH Sd NAILS e 6' O.C. 5. GI-EATHING PANEL EDGE W/ EDGE NAILING PER 81-IEAR WALL SCHEDULE 6. SIMPSON LTP4 6 45' O.C. SIMPSON M5T60 STRAP ALIGNED W/ STRAP STYLE HOLDOWN PER PLAN (ANCHOR BOLT STYLE HOLDOUNS TO BE EXTENDED TO WALL ABOVE W/ COUPLER NUT AND ALL TREAD ROD) 5. 2x6 CRIPPLE WALL W/ STUDS 6 16 O.G. WEANED 4 NAILED W/ 8d NAILS 0 4' O.C. EDGE 412 O.C. FIELD HOLDOWN PER PLAN 1. 2x STUD WALL W/ BASE PLATE NAILING PER SHEAR WALL SCI-IEDULE 2. EDGE NAILING PER SHEAR WALL SCHEDULE 3. I-JOIST BLOCKING 6 FLOOR SHEATHING PANEL EDGES (48' 0.C.) SECURED TO TOP PLATE W/ (2) 8d NAILS 4. SOLID CONTINUOUS RIM BOARD W/ Sd NAIL TO TOP AND BOTTOM CHORD OF I-JOIST 4 TOE NAILED TO TOP PLATE WITH 8d NAILS 6 6 O.C. 5. SHEATHING PANEL EDGE 4 EDGE NAILING PER SHEAR WALL SCHEDULE 111/ SIMPSON LTP4 e 48' O.C. NOTE: IF SHEATHING JOINTS ARE RELOCATED TO OCCUR ON THE RIM, THE SIMPSON LTP4 MAY BE ELIMINATED I. BEAM PER PLAN 2. 2x STUD WALL W/ BUILT UP POST PER PLAN (SAME WIDTH AS BEAM MINIMUM) 3. SIMPSON 435 OR LTP4 BOTH SIDES OF BEAM U.N.O. 4. BEAM SPLICE AS OCCURS INTERIOR FOOTING E3E4M LINE SCALE: 3 /4 1 .:1' //- 3' TYP. STEPPED FOOTING AT SLOPED LOT SCALE: NTS (3) (5)- 1 24' TYR 24' TYP. (I) ELEVATION (4) 2 STEPI (2) (2) (1) (I) (3) 1 1STEP 2 MI= • 10.1=11011111111111111111111 1111115 (4) (2) (3) (4) ( 5 ) FLOOR JOIST AT BEAM 6 SCALE: 3 /4 1 :1' 1. I-JOIST BLOCKING REQUIRED AT BEARING OR SHEAR WALLS ABOVE OR WHEN JOISTS ARE NOT CONTINUOUS AT BEAM 2. SECURE BLOCKING TO BEAM UJ/ Sd NAILS o 6' O.G. 3. I-J015T PER PLAN 4. BEAM PER PLAN 5. 2X OR SHEATHING CLEATS BOTH SIDES TO SECURE BEAM TO POST 6 Z>. 6X TREATED POST (4X6 MIN AT BEAM SPLICE) •. SIMPSON 434 FRAMING ANCHOR UJ/ CONCRETE NAILS 5. ISOLATED OR CONTINUOUS SPREAD FOOTING PER PLAN 1. FOOTING PER PLAN 2. PROVIDE t'4 BAR(S) WITHIN UPPER 12° PER STEM WALL DETAIL 3. VERTICAL REBAR SPACED PER STEM WALL DETAIL_ 4. * REBAR SPLICE BAR 3' TYP. X 2 STEP I 7 ct z E 1. 2x STUD WALL W/ BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. CGE-_ \AILING PER SHEAR WALL SCI-IEDULE 3. FLOOR JOIST PER PLAN L11/ JOIST HANGER PER MANUF. 4. BEAM PER PLAN 5. WALL SHEATHING CONTINUOUS OVER BEAM UJ/ EDGE NAILING; PER SHEAR WALL SCHEDULE 6. I-JOIST BLOCKING 6 FLOOR SHEATHING PANEL EDGES (45' 0.C.) SECURED TO TOP PLATE W/ (2) bd NAILS 1. 2x SHEAR WALL ABOVE (A5 OCCURS) PER SHEAR WALL SCHEDULE. 2. I-JOIST BLOCKING SECURED TO TOP PLATE W/ 8d NAILS 6 6' O.C. 3. FLOOR JOIST PER PLAN SECURE TO TOP PLATE UJ/ (2) Sd NAILS 4. 2x SHEAR WALL PER SHEAR WALL SCHEDULE E3E4M AT BEARING WALL O FLOOR JOIST AT INTERIOR St-1E4 R WALL Ic/iu SCALE: 3/4'=I' 6 I SCALE: SCALE: 3 /4'=I I (1) SCALE: 3 / 4 !::1' cl (2) co (I) (5) (1) 16' 6 2 FOR) a" 2 41 3 SLAB ON GRADE (3) (3) (4) 1111111111111111NIIIMMIIIIIIM FLOOR JOIST AT f3E4M I. %' DIA. ANCHOR BOLT 12' O.C. UN.O. IN SHEAR WALL SCHEDULE W/ 1° MIN. EMBEDMENT 2. 2X PRESSURE TREATED SILL PLATE U.N.O. IN SHEAR WALL SCHEDULE 3. 51-IEAR WALL EDGE NAILING PER SHEAR WALL SCHEDULE 4. 4' CONCRETE SLAB OVER 4° COMPACT FILL 5. FINISH GRADE OR SLAB AS OCCURS . 6. (D *4 REBAR IN UPPER 12' OF STEM WALL 1. *4 VERTICALS 6 48' O.C. W/ STANDARD 1-100K REQUIRED, ALTERNATE BENDS, NO WET SETTING PERMITTED a. (2) *4 REBAR CONTINUOUS IN FOOTING 1, FLOOR JOIST (ONE OR 130TH SIDES OF BEAM) PER PLAN UJ/ JOIST HANGER PER MANUF. 2. FLOOR DIAPHRAGM EDGE NAILING 3. BEAM PER PLAN (1) ( I) (2) (4) 1 I JOIST CANTILEVEfR SCALE: 3 /4'" • • PER PLAN ( 4) ( 5 ) (I) (3) ( ) L WOOD POST tw ARCHITECTURAL COVER PER PLAN 2. POST BASE HARDWARE 3. FINISHED GRADE OR SLAB AS OCCURS 4. 12' DIA OR SQUARE CONCRETE PEDESTAL (OPTIONAL) 5. (4) VERTICALS 11// STANDARD HOOK AT CONCRETE PEDESTAL 6. *3 TIES AT 12' O.C. 1. ISOLATED OR CONTINUOUS FOOTING PER PLAN REVIEWED FOR CODE COMPLIANCE MED APR 2,1 20 CitY BUILDING DIVISION I, BASE PLATE NAILING AND EDGE NAILING PER SHEAR WALL SCHEDULE 2. I-JOIST PER PLAN SECURED TO SILL PLATE W/ (2) Sd NAILS 3. SOLID CONTINUOUS RIM BOARD UJ/ 5d NAILS TO TOP AND BOTTOM CHORD OF EACH JOIST 4. WEB STIFFENER AND/OR JOIST REINFORCEMENT 1111--IERE REQUIRED BY JOIST MANUF. 5. I-JOIST BLOCKING SECURED TO TOP PLATE W/ Sd NAILS AT 6' O.C. 6. 2x STUD WALL OR BEAM PER PLAN AUG 1 4 ZO1U RECEIVED CITY OF - 11)W,NILA •• . • JAN 1.1 2008 FbIIMFF (;;El\,(f ER • . 4 MAX / 18' MIN ROOF TRUSS AT 5E4RING SCALE: 3 /4'=1 1 SCALE: 3 /4'21' WOOD E3E4M AT WOOD POST 1. TRUSS UJ/ ROOF SHEATHING PER PLAN 2. 2x 'BLOCKING TOE NAILED TO PLATE W/ (3) Sd NAILS (OPT. I) OR ATTACHED LU/ (1) SIMPSON RBC PER BLOCK (OPT. 2) 3. EDGE NAILING 4. SIMPSON H2.5 6 EACH TRUSS INSTALLED PER MFG. SPECS. 5. 2x STUD WALL OR BEAM PER PLAN SIMPSON R5C MAY BE DELETED IF SIMPSON HI IS SUBSTITUTED FOR H25 EACH TRUSS (OPT. 2) I. BEAM PER PLAN 2. WOOD F'OST OR COLUMN PER PLAN 3. SIMPSON ACE POST CAP UN.O. 4. SIMPSON AC POST CAP U.N.O. 5. BEAM SPLICE AS OCCURS 11 15 (5) GAF3I_E END TRUSS SCALE: /4':1' SCALE: 3 /4'.=1' 16 MAX TRUSS SPAN W/ LEDGER MONO TRUSS TO WALL AT RIM I. 2x4 OUTRIGGER o 48' O.C. 2. GABLE END TRUSS W/ SWEATNING PER SHEAR WALL SCI-IEDULE FOR WALL BELOW 3. 2x DIAGONAL BRACE ' 8FT O.C. 4. SECURE BRACE T 2x BLOCKING LW (3) Id NAILS 5. SIMPSON A34 AT 2x E3RACE 6. ATTACH GABLE TRUSS TO BACKER BOARD W/ I�c NAILS ' 1. 2x CONTINUOUS BACKER BOARD SECURED TO TOP PLATE W/ I0d NAILS b' O.C. 0. ROOF TRUSSES 0 24' OC. PER PLAN I. TRUSS U1/ ROOF 51-IEATHINC. PER PLAN TO E3,E A R ON LEDGER. USE FACE MOUNT HANGER TO RIM PER TRUSS MANUF. FOR SPANS GREATER THAN 16FT 2. EDGE NAILING 3. 2x BLOCKING ATTACHED W/ (2)!Od NAILS PER STUD 4, CONTINUOUS 2x LEDGER W/ 2 ROWS OF Id NAILS STAGGERED o 6' O.G. (EACH ROUJ) 5. SOLID CONTINUOUS RIM PER PLAN 6. SIMPSON A35 FRAMING ANGLE AT E/-\C14 TRUSS (1) 4. ROOF TRUSS PER PLAN GIRDER TRUSS AT OVERFIRAMING SCALE: 3 /4 1 ::1' I. GIRDER TRUSS PER PLAN 2. VALLEY TRUSSES OR CONVENTIONAL OYERFRAMING 3. ROOF SHEATHING CONTINUOUS BELOW OvERFRAMING. TRUSS TOP CHORDS W/O SHEATHING SHALL BE BRACED W/ 2x4 0 24' O.G. ATTACHED W/ (2) I�d NAILS PER TRUSS b, FACE MOUNT HANGER PER TRUSS MANUF. VALLEY FRAMING SCALE: 3 /4' FOR RAFTER SPANS BELOW USE THE FOLLOWING SIZES: 0-0 TO 2x4 6'43 TO TO - 2' 2xa I2'-3' TO 14 2x10 144" TO I•-3' 2x12 (ASSUMES RAFTERS 'a 24" LL 30P5P 4 ')i_ .10F'5F PER TABLE R802.5.1(3) FOR HF "2) - libli - EWEWA - CODE COMPLIANCE *VED APR 2 1 2008 City Of Tukwila BUILDING DIVISION _ 2. EDGE NAILING 3. 2x VALLEY BOARD TO MATCH RAFTER LW (2) lad NAILS PER TRUSS 4. ROOF TRUSS TOP CI-IORD OR RAFTER PER PLAN 5 CONTINUOUS SHEATHING BENEATH OVERFRAMING OR 2x4 BRACING o 24' O.C. U1/ 2-16d NAILS PER TRUSS. 1, CONVENTIONAL 2x OVER FRAMING 0 24' O.C. W/ (4)16d FOE NAILS TO VALLEY PLATE (SEE BELOW FOR RECOMMENDED SIZES BASED ON SPAN) ( P !R . i!O 'AUG 1 4 2010 0004- 013 RECE;VED CITY OF TuIKWILA JAN • • 2008 PL1111/111 GEN 1 ER REVISION DATE: INIT: DATE: 09-29-04 INIT: TN.