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Permit D08-422 - DOAK HOMES - LOT B
This record contains information which is exempt from public disclosure pursuant to the Washington State Public Records Act, Chapter 42.56 RCW as identified on the Digital Records Exemption Log shown below. D08 -422 Doak Homes Lot B 12211 50th Avenue South RECORDS DIGITAL D- ) EXEMPTION LOG THE ABOVE MENTIONED PERMIT FILE INCLUDES THE FOLLOWING REDACTED INFORMATION Page # tode Exemption = Brief Explanatory DeSctiptiop �t�tutel ule The Privacy Act of 1974 evinces Congress' intent that Personal Information — social security numbers are a private concern. As such, individuals' social security numbers are Social Security Numbers redacted to protect those individuals' privacy pursuant 5 U.S.C. sec. DR1 Generally — 5 U.S.C. sec. to 5 U.S.C. sec. 552(a), and are also exempt from 552(a); RCW 552(a); RCW disclosure under section 42.56.070(1) of the 42.56.070(1) 42.56.070(1) Washington State Public Records Act, which exempts under the PRA records or information exempt or prohibited from disclosure under any other statute. Redactions contain Credit card numbers, debit card Personal Information — numbers, electronic check numbers, credit expiration 113 DR2 Financial Information — dates, or bank or other financial account numbers, RCW RCW 42.56.230(4 5) which are exempt from disclosure pursuant to RCW 42.56.230(5) 42.56.230(5), except when disclosure is expressly required by or governed by other law. ZZ17 SAVO? i S 101 `SHNOH COQ Parcel No.: 0179001756 Address: 12211 50 AV S TUKW Suite No: Tenant: Name: DOAK HOMES INC - LOT B Address: 12211 50 AV S , TUKWILA WA City#f Tukwila Owner: Name: DOAK HOMES INC Address: 11812 26TH AVE SW , BURIEN WA 98146 Phone: Contact Person: Name: DARRYL DOAK JR Address: 11812 26 AV SW , BURIEN WA 98146 Phone: 206- 403 -3611 Contractor: Name: DOAK HOMES INC. Address: 11812 26 AV SW , SEATTLE, WA 98146 Phone: 206 246 -6587 Contractor License No: DOAKHI *092NZ doc: IBC -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 DEVELOPMENT PERMIT * *continued on next page ** Permit Number: D08 -422 Issue Date: 07/21/2009 Permit Expires On: 01/17 /2010 Expiration Date: 08/13/2009 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 2,383 SQ FT SINGLE FAMILY RESIDENCE AND A 466 SQ FT ATTACHED GARAGE. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, WATER METER W/ SERVICE LINE, SANITARY SIDE SEWER, STORM DRAINAGE INCL. INFILTRATION W/ OVERFLOW, UNDERGROUNDING OF POWER, ALLENTOWN FLOOD CERTIFICATE, AND STREET USE. Value of Construction: $248,323.41 Fees Collected: $37,064.69 Type of Fire Protection: NONE International Building Code Edition: 2006 Type of Construction: VB Occupancy per IBC: 22 D08 -422 Printed: 07 -21 -2009 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y City diTukwila • 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.tulcwila.wa.us Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 40 c.y. Fill 40 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: Y Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: Y Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: Y Permit Center Authorized Signature: ` A:11 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 gr. i ' i • • this permit does not - e to give authority to violate or cancel the provisions of any other state or local laws regulating const : on or the • = • ormance of w • k. I . . uthorized to s' ; and obtain this development permit. Signature: Date: 1-2 Print Name: doc: IBC -10/06 Permit Number: D08 -422 Issue Date: 07/21/2009 Permit Expires On: 01/17/2010 Date: 7 -a-i -o ff 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 -422 Printed: 07 -21 -2009 Parcel No.: 0179001756 Address: Suite No: Tenant: doc: Cond -10/06 12211 50 AV S TUKW � r 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 DOAK HOMES INC - LOT B 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 8: All wood to remain in placed concrete shall be treated wood. PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D08 -422 ISSUED 09/05/2008 07/21/2009 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: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 9: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke development index of not more than 450. Where facings are installed in concealed spaces in buildings of Type III, IV, or V construction, the flame spread and smoke - developed limitations do not apply to facings, that are installed behind and in substantial contact with the unexposed surface of the ceiling, wall or floor finish. 10: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 11: 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. 12: 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. 13: 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. 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. D08 -422 Printed: 07 -21 -2009 19: ** *FIRE DEPARTMENT CONDITIONS * ** • 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 15: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 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: 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. 20: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 21: 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) 22: For short plat development (four single family homes or less), hydrants shall be placed so that a hydrant is within 250 feet of a building. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 23: 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) 24: Maximum grade for all projects is 15 %. 25: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. 26: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 27: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 28: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 29: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 30: Contractor shall notify Public Works Development Engineer / Project Inspector Mr. Dave Stuckle at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 31: Work affecting traffic flows shall be closely coordinated with the Public Works Project Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. doc: Cond -10/06 D08 -422 Printed: 07 -21 -2009 • 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 32: Owner /Applicant must meet all requirements of the Allentown Flood Control Zone. Completion of Flood Control Zone elevation certificate required prior to final signoff by Public Works. 33: Finished floor elevation shall be verified with the Public Works Project Inspector, prior to start of construction on foundation for house; to comply with Allentown Flood Control Zone. FT elevation shall conform to the Elevation Certificate, by , dated . 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: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 36: Any material spilled onto any street shall be cleaned up immediately. 37: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 38: A bond in the amount of 150% x cost of work within the Public right -of -way, made out to the City of Tukwila for possible property damages caused by activities. 39: Owner /Applicant shall sign a Hold Harmless Agreement for work within the City right -of -way. 40: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 41: 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. 42: The Land Altering Permit Fee is based upon an estimated 40 cubic yards of cut and 40 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. 43: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1 V 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. 44: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15 %. Turning radii shall be a minimum of 5'. doc: Cond -10/06 * *continued on next page ** D08 -422 Printed: 07 -21 -2009 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature: Date: 7— 2 (-0 cl Print Name: doc: Cond -10/06 • 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 D08 -422 Printed: 07 -21 -2009 Parcel No.: 0179001756 Address: 12211 50 AV S TUKW Suite No: Applicant: DOAK HOMES INC - LOT B DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 2,383 SQ FT SINGLE FAMILY RESIDENCE AND A 466 SQ FT ATTACHED GARAGE. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, WATER METER W/ SERVICE LINE, SANITARY SIDE SEWER, STORM DRAINAGE INCL. INFILTRATION W/ OVERFLOW, UNDERGROUNDING OF POWER, ALLENTOWN FLOOD CERTIFICATE, AND STREET USE. Water Meter Size: 0.75 0 0 Quantity: 1 0 0 Water Meter Type: PERM Work Order Number: 5204f08 Connection Charge: Y $60.00 $0.00 $0.00 Installation: Y $490.00 $0.00 $0.00 Additional Install Deposit: $0.00 $0.00 $0.00 Plan Check Fee: Y $10.00 $0.00 $0.00 Inspection Fee: Y $15.00 $0.00 $0.00 Turn On Fee: Y $25.00 $0.00 $0.00 Subtotal: $600.00 $0.00 $0.00 Cascade Water Alliance (RCFC): Y $5,674.00 TOTAL WATER FEES: $6,274.00 doc: WTRMTR City oiri'ukwila • Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us WATER METER INFORMATION METER #1 Permit Number: D08 -422 Issue Date: 07/21/2009 Permit Expires On: 01/17 /2010 METER #2 METER #3 $0.00 $0.00 D08 -422 Printed: 07 -21 -2009 r CITY OF TUKWILA fook Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.ci.tukwila.wa.us L v g Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE L OCATION ,12 1 s Tenant Name: I Property Owners Name: ` `hoc k Mailing Address: Z. 2 C. ' Site Address: be issued CONTACT PERSON — do we conta when your permit is ready to Name: cx , -� r. • Mailing Address: I ( 2 E% /f t E -Mail Address: y, C4 -_l t ` �, � -" c� ✓"x-1 te , c: ' / GENERAL. CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) � . Company Name: Mailing Address: Contact Person: E M ai it Address: Contractor Registration Number: - t L Z IQ, 2 ARCHITECT OF RECORD All plans must be wet stamped by Arclh `t Company Name: Mailing Address: Contact Person: E -Mail Address: Company Name: Mailing Address: Contact Person: E -Mail Address: p t.,: - 7eS 1 2ok , �Jocd - & D ( -)c tk / L2. -- i 1 .. cE ;�• �� L f - Z(( _2 — 5 l F_ 541 I Pei g el s, c Cve7 ENGINEER OF RECORD "= All plans mu st be wet stamped by Engineer of Record e'r f t dri SCJ Ir t JC 11 � I'�S c Q:Wpplications\Forms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh Public Works Permit N Building Mechanical Permit No. Plumbing /Gas Permit No' Project No. (For office use only) King Co Assessor's Tax No.: Suite Number: New Tenant: ` %L City r .4 7 • , 1 d /'i qoa -- /'/ Floor: fl .... Yes El ..No L State Zip Day Telephone: . 2 ( --'6 "(C., j Ems. U City �� St ta� ate Zip Fax Number: 1 _`; � C.. -� cit Day Telephone: Fax Number: Expiration Date: CiC 'i VC-, State Zip 2 t)(> Z L-(c.-- 6 ,S )?- 09 ty S tta at te Zip / Day Telephone: / 3 , 7 :7775 Fax Number: I ' X7 7 S7 2?. t iV o V 1 1(� t � � �v0l72_ Day Telephone: 2'2k 66 2. ( Fax Number: E42 g r7 ()By Page 1 of 6 BUILDING PERMIT INFOR ATION — 206- 431 - 3670 Valuation of Project (contractor's bid price): $ Scope of Work ( le provide,,detailed information): i ' ie l Will there be new rack storage? 0.... Yes Provide All Building Areas in Square Footage Below 1St Floor 2n Floor 3T° Floor Floors tsasemen re Accessory Stru Attached Garage Detached Garage Attached Carport Detached :Carp( Cover Deck Uncovered Deck Interior Remodel Addition to Existing Structure 13� k Type of Construction per IBC Type of Occupancy per IBC PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Q:\Applications\Forms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh Existing Building Valuation: $ 21.. No If yes, a separate permit and plan submittal will be required. Number of Parking Stalls Provided: Standard: Will there be a change in use? ❑ Yes No If "yes ", explain: Compact: Handicap: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ig None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If 'yes', attach list of materials and storage locations on a separate 8 - 1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Page 2 of 6 PUBLIC WORKS PERM[T.IN Scope of Work (ple rovide detailed information): roUlO 56/de( 00 rS + fn i 41/ /eLJ Call before you Dig: 1- 0-424-5555 Water District ...Tukwila 0... Water District #125 ❑ ...Water Availability Provided Sewer District ...Tukwila ❑ ...Sewer Use Certificate Please refer to Public Works Bulletin #1 for fees and estimate sheet. Q:\Applications\Forms- Applications On Linel3 -2006 - Permit Application.doc Revised. 9 -2006 bh ❑... Va1Vue ❑ .. Renton 0... 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. Submitted with Application (mark boxes which apply): ...Civil Plans (Maximum Paper Size -22" x 34 ") ..Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report — ❑ ...Bond Insurance — ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) (A-0%,0) a rt , W Proposed Activities (m 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 wr..Construction/Excavation/Fill - Right -of -way ✓ / Non Right -of -way 1/ It...Total Cut 40 cubic yards ❑ __, / . Work in Flood Zone K ...Total Fill cubic yards g •• Storm Drainage ..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 g ...Permanent Water Meter Size... 3 8 WO # 5201- • f og ...Temporary Water Meter Size.. WO # ❑ ...Water Only Meter Size WO # ewer Main Extension P.ul2lie Private ater Main Extension Public Private ❑ .. Highline ❑ ...Renton ❑ ...Seattle ❑ .. Grease Interceptor ❑ .. Channelization R. Trench Excavation Utility Undergrounding ❑...Deduct Water Meter Size ❑ ... Traffic Impact Analysis ❑ ... Hold Harmless – (SAO) 0... Hold Harmless – (ROW) 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 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 Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct I Thermostat 15 -30 HP /1,000,000 BTU Suspended /Wall/Floor Mounted Heater Ventilation System Wood /Gas Stove I . 30 -50 HP /1,750,000 BTU Appliance Vent ( Hood and Duct' I 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 INRMATION - 206 - 431 -3670 MECHANICAL CONT ACT R INFOR Company Name: (t „ tf Mailing Address: C r00 Contact Person: (--1 E'C"L7 E -Mail Address: I itt h 1 + tom 2 Z((. ,-)., Contractor Registration Number: f EII l'vlg Valuation of Mechanical work (contractor's bid price): $ - Scope of Work Use: Residential: Commercial: Fuel Type: Electric se provide detailed information): f C» - h - `►� c ✓t e ! � las War c,„ ei.act 0,7eilti ((Thal syS10 New .... New .... 7]- Gas .... Q:WpplicationsWorms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh Replacement .... Replacement .... Other: Indicate type of mechanical work being installed and the quantity below: Fax Number: City State Zip Day Telephone: 2-53 2 22 ? '(( Expiration Date: - 7/z6i '' Page 4 of 6 Fixture Type: Qty Fixture'Type: Qty :.Fixture Type: Qty Fixture Type: .. Qty Bathtub or combination bath/shower e [i Drinking fountain or water cooler (per head) Wash fountain Gas piping outlets Bidet Food -waste grinder, commercial Receptor, indirect waste Clothes washer, domestic 1 Floor drain Sinks l Dental unit, cuspidor Shower, single head trap ) Urinals Dishwasher, domestic, with independent drain ( Lavatory Water Closet ! J Building sewer or trailer park sewer ( Rain water system – per drain (inside building) Water heater and/or vent 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 IPING CgNT TOR I NFORMATION Company Name: � � gt �/ Mailing Address: 2L((S Gr J Contact Person: E -Mail Address: Contractor Registration Number: i Valuation of Plumbing work (contractor's bid price): $ Valuation of Gas Piping work (contractor's bid price): $ Scope of Work (phase provide detailed information): Q: Applications\Forms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh fla ( t'r* n219 Building Use (per Intl Building Code): Occupancy (per Int'l Building Code): Utility Purveyor: Water: Gi UC PL) y41r` City/ Telephone: Fax Number: Expiration Date: • Sewer: c Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: („)„ z State Zip 2S 77o 2 2_5 770 ca6'Y / 2_3/01 Qvi &of 01(1(4 lc( Page 5 of 6 PERMIT APPLICATION NO .,S — Applicable to all permits in this >N, 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. Signature: BUILDING ! •' ` OR AU I RIZE AG NT: Print Name: Mailing Address: (( ) 2 'It Q:\ApplicationsTorms- Applications On Line \3 -2006 - Permit Application.doc Revised: 9 -2006 bh Date: Day Telephone: L t , tc./ (A/ jc> C� City State Zip Date Application Accepted: q - cab Date Application Expir s: Staff Initial 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 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001— 200,000 $269.75 for 1 -1. 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for l 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. 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 1) (56 21 L C" f 13, PERMIT # t g _.. IZZ 5C 44 AVe. If you do not provide ontractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water /Sewer /Surface Water '1So ,7l, 72 1 Spo Road/Parking/Access I t Z5 t A. Total Improvements Co o Co 3. Calculate improvement - based fees: B. 2.5% of first $100,000 of A. (.0 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. e1 W FEE (B +C +D) 5. Enter total excavation volume Enter total fill volume Use the greater of the excavation and fill volumes. GRADING Plan Review and Permit Fees 1 4o cubic yards + a cubic yards Use the following table to estimate the grading plan review and permit fee. $250 (1) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1 +4 +5) $ 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. (5) (4) 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 $o.00 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PWmay adjust estimated fees 6. Permit Issuance/Inspection Fee (B +C +D) ((<o t The pavement mitigation fee compensates the City foT 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 7. Pavement Mitigation Fee 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 $ 15 0 % (6) Ord (7) $ Z3 (8) WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2008 — 1231.2008 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* (0 00 D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al 10. ADDITIONAL FEES ?NAt4 Z 13 A. Allentown Water 1777) $ El 24'1 — B. Allentown Sewe (O rdinance 1.777) $ is V � C. Ryan Hill Water (Ordinance 1777) $ D. Special Connection (TMC Title 14) $ E. Duwamish $ — F. Transportation Mitigation $ 1, 0f 3 8� G. Other Fees , $ S 41¢ II 01 y E typ. A t i moce. Total A through G $ 29 (10) (c) DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) $ 30 16Q 51 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 Total A through E $ (000 (9) ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE 0.75" 2.5" $300 $1,000 Temporary Meter 3 Parcel No.: 0179001756 Permit Number: D08 -422 Address: 12211 50 AV S TUKW Status: APPROVED Suite No: Applied Date: 09/05/2008 Applicant: DOAK HOMES INC - LOT B Issue Date: Receipt No.: R09 -01139 Initials: User ID: Payee: WER 1655 DOAK HOMES INC • 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 TRANSACTION LIST: Type Method Descriptio Amount Payment Check 5935 37,064.69 Authorization No. ACCOUNT ITEM LIST: Description BUILDING - RES CASCADE WATER ALLIANCE FIRE IMPACT FEES PARK IMPACT FEES PLAN CHECK - WATER METER PW BASE APPLICATION FEE PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW SEWER - ALLENTOWN /RYAN STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES WATER - ALLENTOWN /RYAN WATER CONNECTION WATER INSPECTION FEE WATER INSTALLATION (DEP) WATER TURN -ON FEE Account Code Current Pmts 000/322.100 640.237.500 304.345.852 301.345.851 000/345.830 000/322.100 000/342.400 000/342.400 000/345.830 402/379.004 640.237.114 104.367.120 401/379.004 401/379.002 401/342.400 401.245.100 401/343.405 RECEIPT Payment Amount: $37,064.69 Payment Date: 07/21/2009 03:07 PM Balance: $0.00 2,342.80 6,005.00 922.00 1,426.00 10.00 250.00 23.50 150.00 150.00 15,600.00 4.50 1,013.88 8,577.01 60.00 15.00 490.00 25.00 Total: $37,064.69 PAYMENT RECEIVED doc: Receiot -06 Printed: 07 -21 -2009 y - f ( Projecy�� ) /, ef � , / ® M e J ( Type lydspecti : ' I n ` \, I Address: elk 12.2.! 50 5, Called: Special Instructions: / 0-7--- Date Wanted: / .m 4 — Z( — (0 ' Requester: Phone _, t'3 -.3 (o 1/ CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Nt Approv'ed.per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. rea (206)431 -36(7 ri $6 . 0 REINSPECTION E REQUIRE). Prior to inspection, fee must be d at 6300 Southcepter lvd., Suite 100. Call to schedule reinspection. Corrections required prior to approval. COMMENTS: PY' M�� C V 4-I ' f ( , j r I p a Recei t,No.: 'Date: Project: , yy .D ©,'YID Type of I pection \ 'rt'A O( Date Called: Addres: Special ] Instructions: ` 107-', Date Wanted: _�� � r p m Requester: Phon o: 6'A03 3 (0Ij INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. r CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36P0 Approved per applicable codes. El Corrections required prior to approval. C • MENTS: O K f (Jts∎ ()I') Inspecto $60.00 REI SPE Date: c \ \9 El $ CTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: n et k -10- rB Type of Inspection: • ,to •F4 vial A dress: 12 1 1 50 ,4 ✓e S Date Called: oyfo Special Instructions: Date Wanted: a.m. Requester: — c1Ha(e01 Phone No: ;0 40 Vo3 - .3‘ II — C;l/16d.eA . Approved per applicable codes. Corrections required prior to approval. COMMENTS: - ccI^.N.t v 1 ✓ 1 60P 0 1 — c1Ha(e01 — C;l/16d.eA -- " FtNG,IF0.1 4- FtvtA.fe -- f tvietIR Inspector: 175 Date: 4 (1 110 CfA F2 tom 6 IItSIICTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ri $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: Proje � v�c�J Type of 200f �,' : , &_i arAfu (0 Address: ?T t ? .. . S Au 6- S _ Date Called: Special Instructions: 1 _t rr 2 •• [ N '! / Date Wanted: a.m. 4-to-lo i Requester: Phone No: /.0 co --1 0 3 - 3 t.9 0 4t( o o g-422 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Insp: tor: / Date 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: 0# 4- Proje: H', _ / LL eS Type of 13 Address: -S 12211 5o S , Date Called: Special Instructions: f Date Wanted: 2-2'9 — I D p.m. Requester: Phone o: ( A d3 3c0 I D og 422) AI L PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION NO. INSPECTION RECORD Retain a copy with permit Approved per applicable codes. Corrections required prior to approval. COMMENTS: Date: ri $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: • Project: DO/4 / ( I/o s Type of Inspection: r�Mrf4/ Address: / Z.2//50 2.2.// 140 5 Date Called: Special Instructions: Date Wante : 71 /10 Requester: 1: No: 1/4d C 8 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #.14:1 Tukwila, WA 98188 (206)431 -3670 Inspect ili Approved per applicable codes. El Corrections required prior to approval. _ r 1 bos- 10 0.00 REINSPECTION FEE RE QUIRED. P to inspection, fee must bq id at 6300 Southcenter 131v , Suite 100. Call to schedule reinspectio r Receipt No.: !Date: COMMENTS: 9 Sc r W A fie L frI LA /LC/ e k're 5 -o6),„ of 8i-to 2 - I o L -'k '' PI. Special Instructions: Date Wa ted: //22�D a.m. EICED ) (0L-` \s /-s —' nc , 1! ( -i' / r 4 r■, .P a yi A4*-A---- A t f'd. A , . ^-' 7 PAX —% . - -- J l-... Tv 1----, 1\ i I Project: /) »9 K 1-/)rnCS Type of Inspection: I- I /7i in/ G Address: /2Z // 52 'lv Date Called: Special Instructions: Date Wa ted: //22�D a.m. EICED Requester: Phone No: dyo3 -3 • I INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. • INSPECTION RECORD Retain a copy with permit PERMIT NO. Corrections required prior to approval. D $60.00 REINSPECTION FEE E REdUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.,'Suite 100. Call to schedule reinspection. Receipt No.: 'Date: Project: // Ct F< t lt�1� S Type of Inspection: tOfn p Ad ress: / ; 5° A i' S Age r Date Called: r o /olv9 Special Instructions: lade/ mein' (PQ d - t0 SC' 0 Date Wanted: a.m. p.m. Reque stek �- trill jc Phone No: L w) INSPECTION NO. INSPECTION RECORD Retain a copy with permit (aa PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 0 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 0 z 46 _se•I - 1/kr.e+ -er Inspector: v5 Date: 12/3(0 U $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: COMMENTS: Type of Inspection: rurna', ss - OA. 40 Address: o e s kt 6 /a I •-' /I w l u 4-'-r fisfed tU i "ti Ad a c fo1--_ iFinoded f72oQ $ f "five, 5 -- - vAsla.U(ec per ole-(ai i5_ Fr)a(ee( Date Wanted: J �� /a �� % p.m. Req ter: Project oetK /4 rues Type of Inspection: rurna', ss Address: o e s kt 6 /a I •-' /I w l Date Called: Io ti /01 Special Instructions: U f �r�' /J �t �i(� ��1111r,1 Date Wanted: J �� /a �� % p.m. Req ter: Phone No: AO 6 563 // 5p -c/ . INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ❑ Approved per applicable codes. Corrections required prior to approval. Inspector: 175 Date: 21 ki ri $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: a ...dam ° °emsr.v'.mom"* *''° :! %tu..A64• kaactriml '.° COMMENTS: oAr �4 e A PPri JA(' t D V-- ` '— ) J el -> - G ' :u r - 7 l.)6t -- f )/ Ls/ NI Z 1 0, (911f1-• C - -/I 'C/ N1 - GW I l. . r,� f 7 Phone No 4 4 D3 -.3 (0 (/ A Pro c � 1-0,1-(6. ) IJ" �` 6 Type of Inspection:, e exrt C n l 1 Address:t 1221( 5c) kv� S. Date Called: 7 Special Instructions: Date Wanted: / O 2A ' 0 a.m. p.m. Requester: Phone No 4 4 D3 -.3 (0 (/ -tt INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. D0 8' - -�2Z (206)431 -36Q0 El Approved per applicable codes. Corrections required prior to approval. Inspecto : Date: ? 'v ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: COMMENTS: Type of Inspection lijX � S Ko . -- — ( U L/ A --,r e- "e r ./ D ' r A?) d A AA ( ] }-.¢ A I c! Ain I t. ? c SJ c -- ...1 e 1 to r l ,u ) I/ u, 4 p.m. Requester: Phone No: – t , 03 ` 3 / / A Pr ect: �, ��}n(� (����s I�� ate Type of Inspection lijX � S Ko . Address: ,_ 13 122.11 5v A4. s Date Called: Special Instructions: Date Wanted: to _/..4, 0 p.m. Requester: Phone No: – t , 03 ` 3 / / Aico INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit - 422 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 Corrections required prior to approval. Inspect I Date:f (( J f ❑ $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: • Pr t: A IL t��oM s INC. L Type of Inspection: oa (l �i;l Address: IZ ' 2 i1 60 AV S Date Called: Special Instructions: Date (0ed:/ 1 / /// O _a.m �p.�m` Requester: Phone No aoc -s - 2.2 00 INSPECTION NO. INSPECTION RECORD Retain a copy with permit t PERMIT NO. a� 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: (A0/\36 Insp ctoR r: Date: I D ❑ $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: :.t •��_ , a'�= s'.es , �'- �u'k"�} :�s`•�+x„��- y�'}iR°c -r,? °. COMMENTS: s -fit3 Type of Inspecti n: ,5 Address: � l i 7gLe C 3 Date Called : cV / //U Special Instructions: II Date Wanted: a l» // W/ ! P.m. Request - r r . P �. 1 — C 1? Ins4ck A 1" A r;ve-- Was. Y p r c;f c. p rovCd kilo of e4-a; f-; . 0I( -b bar ¢ii Pr ' ct: L)cte.K s -fit3 Type of Inspecti n: ,5 Address: � l i 7gLe C 3 Date Called : cV / //U Special Instructions: II Date Wanted: a l» // W/ ! P.m. Request - r r . P �. 1 Phone No: .(02-06,i/ sD INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ❑ Approved per applicable codes. Dos- 9 El Corrections required prior to approval. Inspector: 1 7 5 Date: 5/11/01 / ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: COMMENTS: Type of Inspection: 555 Address: 12 l 50 �v� 5 — 1.411 PLC ri s [4 (ie d lL p Lci A s / d.e. .(, - ,15 - (4..- -ter -- S4 -:r- tc 04 in , r` 0 t Qtr © 0k --o Ivor c- k -r; 1 1 - Phone No: Project: " S CI. k 1-- Ecvne.S Type of Inspection: 555 Address: 12 l 50 �v� 5 Date Called: `5 / Special Instructions: Date Wanted: 2(e (O et a Requester: Phone No: X55 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 (Inspector: �JS INSPECTION RECORD Retain a copy with permit Dc -tzz PERMIT NO. Corrections required prior to approval. Date: $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Proj Type of Inspection: "—cif:VIA" \ .. / ... ),-,9 Address: 122/I sU /Iv c) Date Called: Special Instructions: Date Wanted: / — a 9' a r .' p.m. Requester: Phone No: COMMENTS: $ • REINSPECTION -E REQUI D. Prior to inspection, fee must be at 6300 SouthcenterrBlvd., S to 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit INSPEC'r(ON NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Lb9 c'J Approved per applicable codes. Corrections required prior to approval. /- PERMIT NO. (206)431-367 Pro' A u 1-\9-lnn. S Type of Inspection: - 2.4 v4 LW Q F106 Address: 122-(( U Au Date Called: Special Instructions: Date Wanted: �✓ 2. I — 40 P.m. Requester: Phone No: 9-069 -2Z8 v INSPECTION RECORD Retain a copy with permit QO8 fZZ INSPE ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 COMMENTS: - Dat�: 0 REINSPECTION FEE EQUIREDJPrior to inspection, fee must be at 6300 Southcenter Bl d., Suite 11''00. Call to schedule reinspection. Rece No.: 'Date: Approved per applicable codes. Corrections required prior to approval. P ;ct_: _ �niX 3Ll pros Type of Inspection: .b Address: / oVI / So le S Date Called: e/d", Special Instructions: Date Wanted: Ok/H ! / a.m. p.m. Requester: Phone o: „9.D4v 1 / 0 3 - 340 ! I 5) INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ❑ Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Corrections required prior to approval. COMMENTS: 'D•owln 5 poem-' Jrcts s > tel_546% ( 1 e." fe-r C; 4-. Sf a 1 CatJ-_ 0(- 4 back4 ;(1 Inspector: 1 7 5 I Date: $ r ¢ /G 9 El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: Project .00.44 /Lion 5 ZAA Type of Inspection: . At G ,Q diS Address: 1221 / o /9 u 5 Date Called: Special Instructions: Date Wanted:,' 61'— / 3 - 05 p.m. Requester: Phone No: c ,? a -- 3721 -226 0 INSPECTION NO. ❑ Approved per applicable codes. INSPECTION RECORD Retain a copy with permit ,Do z, -4 /22- PERMIT NO. CITY OF TUKWILA BUILDING DIVISION '1 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 E] Corrections required prior to approval. fI COMMENTS: Inspect: Date: $60.00'REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: Pr 'ect: ,'1C y0/11 S Type of Inspection: / , / . / &'o 4li, 0/ Andress: / 22/ / So gv 5 Date Called: Special Instructions: Date Wanted: a.m. / 0-09 Q 9 1. Requester: Phone No: b bl - 3 72 -2 2(jU COMME I : $60.00 REINSPECTION paid at 6300 Southcente Receipt No.: SPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 1 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 proved per applicable codes. Corrections required prior to approval. 1REDjprior to inspection, fee must be , Suite 100. Call to schedule reinspection. Date: PERMIT NO. Proj ct: Type of Inspection: \ Address: ( 72 k Sd Av S Date Called: Special Instructions: Date WAnted: _ �1 a.m. p.m. Requester: r Phone No: --- .00o .- 37Z -2 Z a O INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit P E R MI T N O. (206)431 -36Q0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: )S.kvJg . dJ S. t !J (.../r+ -P .J Inspe Data $60.00 INSPECTION FE ' EQUIRED. P. for to inspection, fe : must be pa' t 6300 Southcenter Blvd Suite 15I Call to schedule- remspection. Receipt No.: IDate: Project: _ keS; c)e t A-L Sprinklers: Type of Inspection: 47.10 A Address: 1N j i S U�-e Suite #: 5 Contact Person: / I oA-te_ Special Instructions: Pre -Fire: Phone o.: " q ° 5 d 31,11 Needs Shift Inspection: Sprinklers: Fire Alarm: pze5 Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: ..41r4o sock :`tr ?fr : >ias•: '+ism+ 7. ice I . INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILk.FIRE DEPARTMENT PERMIT NUMBERS 444 Andover Park East; Tukwila, Wa. 98188 206- 575 -4407 VI Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: i g Date: y / f / • Hrs.: ( $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call t� schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 SITE CRITERIA DESIGN ROOF SNOW LOAD WIND SPEED (MPH) EXPOSURE 30 PSF 85 MPH B SLOPE PER OWNER SPECIAL SITE CONDITIONS PER OWNER GEOTECH REPORT PER OWNER <15% NONE NONE 2006 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERIN FOR: DOAK HOMES PLAN: 2383B CORRECTION SITE: DOAK HOMES 50TH AVE LOT B TUKWILA, WA TRUSS MANUFACTURER SHOP DRAWINGS PROVIDED FOR ENGINEERING REVIEW: NONE (IBC) SEISMIC DESIGN CATEGORY D SOIL PROFILE D OCCUPANCY CATEGORY II F .E. OCP ® ® ® m mm mm SINGLE SITE ENGINEERING THIS ENGINEERING IS FOR THE SITE AND CONDITIONS LISTED ABOVE ONLY LATERAL jRNV I 1Y OAR.. F��� ONL' "'"RU. ti� _s DOB921 John Hodge, RE 2601Jahn Ave. NW Suite A-1 Gig Harbor, WA 98335 Phone: (253)857 -7055 Fax (253)8U-7599 PROJECT NUMBER 8.0010 DATE 09 -25-08 O.b1Cvv'CU Wit CODS COMPLIANCE A RECEIVED JAN 08 2009 PERMIT CENTER RI i STAMP MUST E VALID HODGE RRN�C, INC. DO NOT ACCEPT FOR PERMIT WLESB AN ORIGINAL RED REAL DO NOT ACCEPT COPY Hodge engineering Inc. Engineering Calculations Package For Plans Examiner All load bearing structural members are shown on the full size engineering sheets. The enclosed engineering calculations document the analysis used to determine the structural members and lateral bracing of the engineering sheets. The engineering calculations are not required to be referenced for construction. These calculations are to demonstrate to the plans examiner that the engineering was completed following the 2006 IBC. The cover sheet of the engineering specifies the engineering scope as lateral engineering or gravity load engineering. Lateral engineering involves determining what the seismic and wind loads are, applying these loads to the structure, and determining the design of the lateral structural elements. These elements are sheathing, nailing, holdowns, and connections between loaded members and shear resisting elements. LATERAL ENGINEERING: Lateral load modeling was completed with Wood Works Design Office 8 (www.woodworks- software.com 800 - 844 - 1275). Wood Works was developed in conjunction with the American Forest & Paper Association. The AF &PA is the same professional organization that produces the National Design Specification (NDS) for Wood Construction, the Allowable Stress Design (ASD) manual for engineered wood construction, Wood Frame Construction Manual (WFCM) for one -and two- family dwellings, and the Load and Resistance Factor Design (LFRD) manual for engineered wood construction. Lateral modeling was completed on a full featured modeling program that is the standard in the wood industry and not on a piecemeal spreadsheet but Seismic: Seismic load engineering follows the ASCE 7 -05 equivalent lateral force procedure. Per ASCE 7 the analysis consists of the application of equivalent static lateral forces to a linear mathematical model of the structure. The total forces applied in each direction are the total base shear. Refer to ASCE 7 -05 for a description of this procedure. The engineering calculations include a USGS determination of the seismic spectral response accelerations. These numbers, S1 and Ss, are used in the lateral model to determine seismic loading to the shearwalls. Woodworks Design Office was used to make the linear mathematical model. Wind: Wind load engineering follows the ASCE 7 -05 general analytic method for all buildings. The wind loading is determined from the wind exposure and wind speed and wind speed up factor K if applicable. This loading is applied to surfaces of the structure as modeled. Total loading for each shear line, wall line, and full height shearwall is determined. Required shear strength for each shearwall is calculated and sheathing and nailing patterns are chosen to resist design loads. Holdowns are applied where the nailing of the sheathing to the mudsill or lower floor and dead load are not adequate to resist overturning. GRAVITY LOAD ENGINEERING: Gravity loads from snow, structure, cccupants, etc. meeting the requirements of the 2006 IBC have been traced through the structure. See the legend on the engineering sheets showing how the point and line loads are depicted. All loads are supported and traced through the structure. Load supporting members have been numbered and calculated. Calculations for each beam are included. Post and column calculations for typical members are also included. Loads to the foundation or soil have reinforced footings where required. Every attempt has been made to make the engineering calculations and specifications as clear as possible for the plans examiner, builder, and building inspector. IBC Occupancy ASCE 7 Equivalent Category II - All others Category II - All others Design Code Wind Standard Seismic Standard IBC 2003 ASCE 7 - 02 All heights ASCE 7 - 02 Wind Capacity Increase Shear C&C Panels 1.40 1.60 Load Combinations 0.70 Seismic 1.00 Wind Building Code Capacity Reduction Wind Seismic 1.00 1.00 Duration Factor 1.60 Nail Withdrawal Modification Temperature Moisture Content Range Fabrication Service T < =100F Dry Dry Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 4.00 3.50 Wind 3.5 Maximum Height -to -width Ratio Plywood Fiberboard Lumber Gypsum Seismic Wind Seismic Blocked Unblocked 3.5 - - - - - Spectral Response Acceleration S1: 0.600g Ss: 1.400g Shearwall Relative Rigidity: Designed capacity using flexible distribution Fundamental Period E -W T Used 0.167s Approximate Ta 0.167s Maximum T 0.201s Hold - down Forces: Based on applied shearline force - - Seismic Materials: Ignore gypsum for exterior walls Response Factor R 6.50 Case 2 rigid diaphragm load distribution: 75% loads, torsional moment IBC Occupancy ASCE 7 Equivalent Category II - All others Category II - All others Project Wind ASCE 7 - 02 General analytic method for all bldgs Seismic ASCE 7 - 02 Equivalent lateral force procedure Design Wind Speed 85mph Exposure Exposure B Enclosure Partly Enclosed B CATEGORY D Use Group I Design Category D Site Profile Class D Topographic Information [ft] Shape Height - - Site Location: - Length - Spectral Response Acceleration S1: 0.600g Ss: 1.400g Fundamental Period E -W T Used 0.167s Approximate Ta 0.167s Maximum T 0.201s NS 0.167s 0.167s 0.201s - - Response Factor R 6.50 6.50 Company Project HODGE ENGINEERING 2601 JAHN AVE NW SUITE Al GIG HARBOR, WA 98335 (253)- 857 -7055 2383A EXPOSURE SEISMIC 2006 IBC B CATEGORY D WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN - lateral analysis.wsr COMPANY AND PROJECT INFORMATION DESIGN SETTINGS WoodWorks® Shearwalls 7.01 Project Information Jan. 31, 2008 12:50:43 SITE INFORMATION WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN lateral analysis.wsw Level 1 of 2 • N. 1 1 i 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 I 1 1 1 1995 Factored shearline force (Ibs) U.1-1 Factored holddown force (Ibs) I•--® • C Compression force exists o- • Vertical element required ----II Lode S7ian: -i/; F2frt3Ls:1W +218013. 5' WoodWorks® Shearwalls 7.01 C &C 18.2/21.5 P O 6' 37.1 G -1c F -1 Unfactored applied shear load (plf) Unfactored dead load (plf,lbs) Uplift wind load (plf,ibs) Applied point load or discontinuous shearline force (Ibs) I �1 0 ■O G u� 6 Jan. 23, 2008 15:34:53 J 57' 6" 55' 52'6" 50' 47' 6" 45' 42'6" 40' 37' 6" 35' 32' 6" 30' 27'6" N- 25' v 22' 6" 20' 17' 6" 15' 12' 6" 10' 7' 6" 5' M C> 6 " 0' -2' 6" -5' -7' 6" -10' -12' 6" -15' -17' 6" 7' 6" 10' 12' 6" 15' 17' 6" 20' 22' 6" 25' 27' 6" 30' 32' 6" 35' 37' 6" 40' 42' 6" 45' 47' 6" Level 2 of 2 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN lateral analysis.wsw O N N- G 0 ' 7,53 3236 Factored shearline force (Ibs) • Factored holddown force (Ibs) • C Compression force exists • Vertical element required - 12' „ :d303hc &f.' V15'Foit &: Vit+ Y: ®. 15.954.9 54.9.- -15.9 26.3 — 85.0 WoodWorks® Shearwalls 7.01 C & C 18.2 /21 5 TO r Qr 3 3312 c ammo L'7637 c O 7 6, , 0' 760 C 18.2 / 21.5 85.0 — 95.95.2'— 67.8 D -1 67.8 — 26.3 G Jan. 23, 2008 15:34:53 57'6” 55' 52' 6" 50' 47' 6" 45' 42' 6" 40' 37' 6" 35' 32' 6" 30' 27' 6" 25' O ti 22' 6" 20' 17' 6" 15' 12' 6" 10' 7' 6" 5' O ci 2' 6" O � 0' -2' 6" -5' -7' 6" -10' -15' -17'6" U_L1 Unfactored applied shear load (plf) ��.. Unfactored dead load ( plf,lbs) 0 Uplift wind load (plf,lbs) ---II Applied point load or discontinuous shearline force (Ibs) 5' 7' 6" 10' 12' 6" 15' 17' 6" 20' 22' 6" 25' 27' 6" 30' 32' 6" 35' 37' 6" 40' 42' 6" 45' 47' 6" -20' WoodWorks® Shearwalls lateral analysis.wsr Jan. 31, 2008 12:50:43 STORY INFORMATION BLOCK and ROOF INFORMATION Structural Data Block Dimensions [ft] Floor /Ceiling Depth [in] Face Type Roof Panels Slope Overhang [ft] Block 1 2 Story N - S Ridge 10.0 8.00 Level1 3.00 Location X,Y = 0.00 0.00 North Gable 90.0 1.00 Extent X,Y = 34.00 43.50 South Gable 90.0 1.00 Ridge X Location, Offset 17.00 0.00 East Side 30.0 1.00 Ridge Elevation, Height 30.50 10.00 West Side 30.0 1.00 WoodWorks® Shearwalls lateral analysis.wsr Jan. 31, 2008 12:50:43 STORY INFORMATION BLOCK and ROOF INFORMATION Structural Data Story Elev [ft] Floor /Ceiling Depth [in] Wall Height [ft] Ceiling 20.50 0.0 Level2 12.50 10.0 8.00 Level1 3.00 10.0 9.00 Foundation 2.00 WoodWorks® Shearwalls lateral analysis.wsr Jan. 31, 2008 12:50:43 STORY INFORMATION BLOCK and ROOF INFORMATION Structural Data Wall Grp Surf Sheathing [in] Material Thick Orient Fasteners Size Type Spcg [in] Edg Fid Blkg Framing Members [in] Species G Spc Apply Notes 1 Ext Struct Shthg 7/16 Vert 8d Nail 2 12 yes Hem -Fir 0.43 16 1,2,3 2 Ext Struct Shthg 7/16 Vert 8d Nail 3 12 yes Hem -Fir 0.43 16 1,2,3 3 Ext Struct Shthg 7/16 Vert 8d Nail 6 12 yes Hem -Fir 0.43 16 1,3 4 1 Struct Shthg 7/16 Vert 8d Nail 6 12 yes Hem -Fir 0.43 16 1,3 WoodWorks® Shearwalls lateral analysis.wsr Jan. 31, 2008 12:50:43 MATERIALS by WALL GROUP Grp - Wall Design Group; Surf - Exterior or interior surface of exterior wall; Spcg - Edge or field nail spacing; Blkg - Blocked; G - Specific gravity; Spc - Wall stud spacing Notes: 1. Capacity has been reduced according to IBC specific gravity adjustment. 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16 " max. or panel orientation is horizontal. North -South Shearlines Type Wall Group(s) Location X [ft] Extent [ft] Start End Length [ft] FHS [ft] Height [ft] Line 1 Level 2 Line 1, Level 2 Seg 3 0.00 -1.00 43.50 44.50 28.25 8.00 Wall 1 -1 Seg 3 0.00 -1.00 43.50 44.50 28.25 Opening 1 1.75 3.75 2.00 8.00 Opening 2 9.00 11.00 2.00 8.00 Opening 3 14.25 20.50 6.25 8.00 Opening 4 22.50 26.50 4.00 8.00 Level 1 Line 1, Level 1 Seg 3 0.00 2.00 43.50 41.50 29.25 9.00 Wall 1 -1 Seg 3 0.00 2.00 43.50 41.50 29.25 Opening 1 3.50 5.00 1.50 8.00 Opening 2 10.25 11.75 1.50 8.00 Opening 3 24.00 26.00 2.00 8.00 Opening 4 27.75 29.75 2.00 8.00 Opening 5 36.50 38.50 2.00 8.00 Line 2 Level 1 Line 2, Level 1 Seg 3 13.50 1.00 43.50 42.50 19.00 9.00 Wall 2 -3 Seg 3 13.50 5.00 20.00 15.00 15.00 Wall 2 -1 Seg 3 13.50 1.00 5.00 4.00 4.00 Wall 2 -2 NSW 10.00 2.00 5.00 3.00 3.00 Line 3 Level 2 Line 3, Level 2 NSW 14.50 -1.00 1.50 2.50 0.00 8.00 Wall 3 -1 NSW 14.50 -1.00 1.50 2.50 2.50 Line 4 Level 2 Line 4, Level 2 Seg 3 24.00 1.50 43.50 42.00 0.00 8.00 Wall 4 -1 Seg 3 24.00 1.50 3.25 1.75 0.00 Line 5 Level 2 Line 5, Level 2 Seg 3 34.00 3.25 43.50 40.25 38.25 8.00 Wall 5 -1 Seg 3 34.00 3.25 43.50 40.25 38.25 Opening 1 27.00 29.00 2.00 8.00 Level 1 Line 5, Level 1 Seg 3 34.00 1.00 43.50 42.50 31.75 9.00 Wall 5 -1 Seg 3 34.00 1.00 43.50 42.50 31.75 Opening 1 20.00 23.00 3.00 8.00 Opening 2 28.50 31.75 3.25 8.00 Opening 3 35.25 36.75 1.50 8.00 Opening 4 40.50 42.25 1.75 8.00 East -West Type Wall Location Extent [ft] Length FHS Height Shearlines Group(s) Y [ft] Start End [ft] [ft] [ft] Line B Line C Level 2 Line C, Level 2 Seg 2 -0.00 0.00 23.75 23.75 16.25 8.00 Wall C -1 Seg 2 -1.00 0.00 14.50 14.50 9.50 Opening 1 5.00 10.00 5.00 8.00 Wall C -2 Seg 2 1.50 14.50 23.75 9.25 6.75 Opening 1 18.50 21.00 2.50 8.00 Level 1 Line C, Level 1 Seg 1 1.50 0.00 34.00 34.00 6.25 9.00 Wall C -2 Seg 1 1.00 13.50 34.00 20.50 6.25 Opening 1 16.50 30.75 14.25 8.00 Wall C -1 Seg 1 2.00 0.00 10.00 10.00 0.00 Opening 1 2.50 7.50 5.00 8.00 Line A Line D Level 2 Line D, Level 2 NSW 3.50 23.75 34.00 10.25 0.00 8.00 Wall D -1 NSW 3.50 23.75 34.00 10.25 5.25 Opening 1 26.50 31.50 5.00 8.00 Line E Level 1 Line E, Level 1 Seg 3 5.00 0.00 34.00 34.00 0.00 9.00 Wall E -1 Seg 3 5.00 10.00 13.50 3.50 0.00 Opening 1 10.25 13.25 3.00 8.00 WoodWorks® Shearwalls lateral analysis.wsr Jan. 31, 2008 12:50:43 SHEARLINE, WALL and OPENING DIMENSIONS Wood Works® Shearwalls lateral analysis.wsr Jan. 31, 2008 12:50:43 SHEARLINE, WALL and OPENING DIMENSIONS ( continued Line F Level 1 Line F, Level 1 Seg 4 Wall F -1 Seg 4 Line G Level 2 Line G, Level 2 Seg 2 Wall G -1 Seg 2 Opening 1 Opening 2 Opening 3 Level 1 Line G, Level 1 Seg 2 Wall G -1 Seg 2 Opening 1 Opening 2 23.50 0.00 34.00 34.00 23.50 13.75 34.00 20.25 43.50 0.00 34.00 34.00 43.50 0.00 34.00 34.00 4.25 9.50 5.25 15.50 25.00 9.50 28.25 34.00 5.75 43.50 0.00 34.00 34.00 43.50 0.00 34.00 34.00 8.00 17.50 9.50 21.50 31.50 10.00 20.25 20.25 13.50 13.50 12.00 12.00 9.00 8.00 8.00 8.00 8.00 9.00 8.00 8.00 Type - Seg = segmented, prf = perforated, NSW = non - shearwall; Location - dimension peril. to wall; FHS - length of full- height sheathing; Wall Group(s) - refer to Materials by Wall Group table, refer to Shear Results tables for each design case if more than one group North -South Shearlines W Gp For Dir Ld. Case Shear Force [pit] V [Ibs] V/L V /FHS Int Allowable Shear [plf] Ext Co C Total V [Ibs] Crit Resp. Line 1 Level 2 Lnl, Lev2 3 Both 1 1634 36.7 57.8 339 1.00 S 339 9563 0.17 Level 1 Lnl, Levl 3 Both 1 2273 54.8 77.7 339 1.00 S 339 9902 0.23 Line 2 Ln2, Levl 3 Both 1 1609 37.9 84.7 339 1.00 S 339 6432 0.25 Wall 2 -3 3 Both 1 1271 - 84.7 339 1.00 339 5078 0.25 Wall 2 -1 3 Both 1 339 - 84.7 339 1.00 339 1354 0.25 Line 5 Level 2 Ln5, Lev2 3 Both 1 1634 40.6 42.7 339 1.00 S 339 12948 0.13 Level 1 Ln5, Levl 3 Both 1 2605 61.3 82.0 339 1.00 S 339 10748 0.24 East -West W For Shear Force [plf] Allowable Shear [plf] Crit Shearlines Gp Dir Ld. Case V [Ibs] V/L V/FHS Int Ext Co C Total V [Ibs] Resp. Line C Level 2 LnC, Lev2 2 Both 1 3312 139.5 203.8 638 1.00 S 638 10367 0.32 Wall C -1 2 Both 1 1936 - 203.8 638 1.00 638 6061 0.32 Wall C -2 2 Both 1 1376 - 203.8 638 1.00 638 4306 0.32 Level 1 LnC, Levl 1 Both 1 4630 136.2 740.8 833 1.00 S 833 5208 0.89 Wall C -2 1 Both 1 4630 - 740.8 833 1.00 833 5208 0.89 Wall C -1 1 Both 1 - 833 1.00 833 0.0 - Line F LnF, Levl 4 Both 1 1995 58.7 98.5 339 1.00 S 339 6855 0.29 Line G Level 2 LnG, Lev2 2 Both 1 3236 95.2 239.7 638 1.00 S 638 8613 0.38 Level 1 LnG, Levl 2 Both 1 4169 122.6 347.5 638 1.00 S 638 7656 0.54 WoodWorks® Shearwalls lateral analysis.wsr Jan. 31, 2008 12:50:43 SHEAR RESULTS Flexible Diaphragm Wind Design W Grp - Wall group as listed in Materials table; For Dir - force direction, always both "; H/W factor - Factor due to shearwall height -to -width ratio for interior and exterior wall sheathing; V - Factored shear force applied to entire line and amount taken by each wall; V/L - Diaphragm shear force = factored shearline force divided by length of shearline; Following values marked with * means that value for shearline is the one for wall with critical design response on line; V/FHS* - Design shear force = factored shear force per unit full height sheathing, Int' - Unit shear capacity of interior sheathing; Ext* - Unit shear capacity of exterior sheathing Co* - Perforation factor; C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest; Total* - Combined unit shear capacity inc. perforation factor and H/W factor; V - Combined shear capacity of wall or total capacity of shearline ; Crit Resp* - Critical response = Vapp /FHS/Vcap = design shear force /unit shear capacity Line North -South Shearlines Lev Grp Sheathing [pst] Force Cap Force/ Cap Force End Fastener Withdrawal [Ibs] Cap Force /Cap Int End Int Service Cond Factors Temp Moist 1 1 3 21.5 48.0 0.45 29 24 68 0.42 0.36 1.00 1.00 2 3 21.5 48.0 0.45 29 24 68 0.42 0.36 1.00 1.00 2 1 3 21.5 48.0 0.45 1.00 1.00 3 3 21.5 48.0 0.45 29 24 68 0.42 0.36 1.00 1.00 4 2 3 21.5 48.0 0.45 29 24 68 0.42 0.36 1.00 1.00 5 1 3 21.5 48.0 0.45 29 24 68 0.42 0.36 1.00 1.00 2 3 21.5 48.0 0.45 29 24 68 0.42 0.36 1.00 1.00 East -West Sheathing [Int] Fastener Withdrawal [Ibs] Service Cond Shearlines Force Cap Force! Force Cap Force /Cap Factors Line Lev Grp Cap End Int End Int Temp Moist C 1 1 21.5 48.0 0.45 29 24 68 0.42 0.36 1.00 1.00 2 2 21.5 48.0 0.45 29 24 68 0.42 0.36 1.00 1.00 D 3 21.5 48.0 0.45 29 24 68 0.42 0.36 1.00 1.00 E 1 3 21.5 48.0 0.45 29 24 68 0.42 0.36 1.00 1.00 G 1 2 21.5 48.0 0.45 29 24 68 0.42 0.36 1.00 1.00 2 2 21.5 48.0 0.45 29 24 68 0.42 0.36 1.00 1.00 Wood Works® Shearwalls lateral analysis.wsr Jan. 31, 2008 12:50:43 COMPONENTS AND CLADDING by SHEARLINE Wind Suction Design Grp - Wall Design Group, results for design groups for rigid, flexible design listed for each wall; Sheathing: Force - Unit area end zone C &C load, Cap - Out -of -plane bending capacity of exterior sheathing assuming continuous over 3 studs; Fastener Withdrawal: Force - Force tributary to each nail in end zone and interior zone; Cap - Factored withdrawal capacity of individual fastener according to NDS 11.2 -3 North-South Shearlines W Gp For Dir H/W Fact. Int Ext Shear Force [pH] V [Ibs] V/L V /FHS Int Allowable Shear [pH] Ext Co C Total V [Ibs] Crit Resp. Line 1 Level 2 0.371 0.179 0.59 -0.93 Level1 28677 1421 2796 2796 Lnl, Lev2 3 Both 1.0 .69 3145 70.7 111.3 - 166 1.00 S 166 6476 0.67 Level 1 1.27 1.00 Lnl, Levl 3 Both 1.0 1.0 3668 88.4 125.4 242 1.00 S 242 7073 0.52 Line 2 Ln2, Levl 3 Both 1.0 .89 757 17.8 39.8 215 1.00 S 215 4487 0.19 Wall 2 -3 3 Both 1.0 1.0 597 - 39.8 242 1.00 242 3627 0.16 Wall 2 -1 3 Both 1.0 .89 159 - 39.8 215 1.00 215 860 0.19 Line 5 Level 2 Ln5, Lev2 3 Both 1.0 1.0 3091 76.8 80.8 242 1.00 S 242 9249 0.33 Level 1 Ln5, Levl 3 Both 1.0 .78 3769 88.7 118.7 188 1.00 S 188 7338 0.63 East -West W For H/W Fact Shear Force [plt] Allowable Shear [plt] Crit Shearlines Gp Dir Int Ext V [Ibs] V/L V /FHS Int Ext Co C Total V [Ibs] Resp. Line C Level 2 LnC, Lev2 2 Both 1.0 .69 3963 166.9 243.9 313 1.00 S 313 7014 0.78 Wall C -1 2 Both 1.0 1.0 2317 - 243.9 456 1.00 456 4329 0.54 Wall C -2 2 Both 1.0 .69 1646 - 243.9 313 1.00 313 2684 0.78 Level 1 LnC, Levl 1 Both 1.0 .67 4752 139.8 760.3 397 1.00 S 397 2587 1.92* Wall C -2 1 Both 1.0 .67 4752 - 760.3 397 1.00 397 2587 1.92* Wall C -1 1 Both 1.0 1.0 - 397 1.00 595 0.0 - Line F LnF, Levl 4 Both 1.0 1.0 1008 29.6 49.8 242 1.00 S 242 4896 0.21 Line G Level 2 LnG, Lev2 2 Both 1.0 .81 3973 116.8 294.3 370 1.00 S 370 5874 0.79 Level 1 LnG, Levl 2 Both 1.0 .89 4667 137.3 388.9 405 1.00 S 405 5266 0.96 WoodWorks® Shearwalls lateral analysis.wsr Jan. 31, 2008 12:50:43 • SEISMIC INFORMATION Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.93' Ev = 0.19 D SHEAR RESULTS Flexible Diaphragm Seismic Design W Grp - Wall group as listed in Materials table; For Dir - Direction of wind force along shearline; Ld. case - Critical load case: ASCE 7 All heights Case 1 or 2, ASCE 71ow rise T = Transverse, L = Longitudinal, all other results are for this load case; V - Factored shear force applied to entire line and amount taken by each wall; V/L - Diaphragm shear force = factored shearline force divided by length of shearline; Following values marked with * means that value for shearline is the one for wall with critical design response on line; V/FHS" - Design shear force = factored shear force per unit full height sheathing, Int" - Unit shear capacity of interior sheathing; Ext" - Unit shear capacity of exterior sheathing Co* - Perforation factor,. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest; Total* - Combined unit shear capacity inc. perforation factor,. V - Combined shear capacity of wall or total capacity of shearline ; Crit Resp* - Critical response = Vapp /FHS/Vcap = design shear force /un.'t shear capacity WARNING design capacity has been exceeded. Building Mass [Ibs] Area [sq.ft] Story Shear [Ibs] E -W N -S Shear Ratio Rmax E -W N-S Reliability Factor p E -W N -S Level2 52846 1459 8909 8909 0.371 0.179 0.59 -0.93 Level1 28677 1421 2796 2796 0.729 0.153 1.27 -1.47 Structure 81523 - 11706 11706 - - 1.27 1.00 WoodWorks® Shearwalls lateral analysis.wsr Jan. 31, 2008 12:50:43 • SEISMIC INFORMATION Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.93' Ev = 0.19 D SHEAR RESULTS Flexible Diaphragm Seismic Design W Grp - Wall group as listed in Materials table; For Dir - Direction of wind force along shearline; Ld. case - Critical load case: ASCE 7 All heights Case 1 or 2, ASCE 71ow rise T = Transverse, L = Longitudinal, all other results are for this load case; V - Factored shear force applied to entire line and amount taken by each wall; V/L - Diaphragm shear force = factored shearline force divided by length of shearline; Following values marked with * means that value for shearline is the one for wall with critical design response on line; V/FHS" - Design shear force = factored shear force per unit full height sheathing, Int" - Unit shear capacity of interior sheathing; Ext" - Unit shear capacity of exterior sheathing Co* - Perforation factor,. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest; Total* - Combined unit shear capacity inc. perforation factor,. V - Combined shear capacity of wall or total capacity of shearline ; Crit Resp* - Critical response = Vapp /FHS/Vcap = design shear force /un.'t shear capacity WARNING design capacity has been exceeded. -- -^"',, ,0 `` '.4.;-ill 9 H , p = odge ` engineering inc. .A COMPANY Hodge Engineering, Inc. Gig Jahn Ave. N 3 Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 22:12 PROJECT Doak Homes Inc. plan f sno w load 30 psf sno 2006 IBC R1 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Dead Snow Dead Full Area Full Area Full UDL 15.00 (2.00)* 30.00 (2.00)* 80.0 psf psf plf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : :,. , y^ •-•- t • ; ti� u v r. r 0:111:11* $ ' /) r .5 K,r h S • . @ •, r - • J' Y "'.,� � ' i 1 p • i • • : z . b r - ti t . ' • �. ±.' I iL�MI} - " N�..Y•r. - ' .• 4 44a* :. . 4 " '� S " u -. � l g t 1 4. \ M. s r$ M ,.. . . _ r7v L r Y \'�' P'J ? x .r tl � t 10, 5( Dead Live Total Bearing: Load Comb Length 290 150 440 290 150 440 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 20 fb = 215 0.00 = <L/999 0.02 = <L/999 Fv' = 207 Fb' = 1335 0.17 = L/360 0.25 = L/240 fv /Fv' = 0.10 fb /Fb' = 0.16 0.03 0.07 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. -' . `, ✓, t H odge ' ��o l i • "I f . engineering inc. ! COMPANY Hodge Engineering, Inc. Gig Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 22:12 • PROJECT Doak Homes Inc. plan f sno 30 psf snow load 2006 IBC R2 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location Ift] Start End Units Loadl Load2 Load3 Dead Snow Dead Full Area Full Area Full UDL 15.00 (2.00)* 30.00 (2.00)* 80.0 psf psf plf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 4 1 I {{ o n L ,, a { tea r ' +'' h `� T '.e �,,.eB A , ` t r' .� ' ^ r l�gff .. i F�G S � r�7� t p , o _1 1 f Ib 4 1 2 Y'C xb it .. �" ,,_ ff' � 6 tltl..//L SA // °� t 11 S i• ^t'w"° 1., � �• t'T'j' [� ,y `� + R S 'S' +, }} SS � - -. 1 `dJy lt, t r f L t t S i ..,,. 1'; L If . R g . } 3 (,y5; ,�l r�FR. „{_w...� }J l: b ' } +., d ' riy� :p.} ? .$ 3 c • F ! �. '�•t t " Y /.p1! y F N 'S. R , m. P 3 l '*. ,_ t . • f i *r te �� t - L x fi�Y T^ t 'V Jam, „. ` - t„ xg, ..�. �`' �P J.Y MK �G • y - S y 1 7: ...� � p . i Y L } ]! 4- 9 _ N yr. ti ,�y i ,�p� o� O n� • ,y. ' x i . ' .r.. • }” }!L '1 Jl.�.g �p (J ,ap 6 �, _ } �.lri t 't C •.Fq yt -• A a° �# 4Ji - �1 1 _, 0 4 - a yJ4(F a .i¢.r+� : .6 a4, -MW$R +:. 40.4k 'r( r - \f �itiM�r� ,F! r ; ° ,q� 9 {� "b.^i�O a�, y • n 9 H t 10' 2' -6d Dead Live Total Bearing: Load Comb Length 145 75 220 145 75 220 #2 0.50* #2 0.50* *Min, bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 7 fb = 54 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1340 0.08 = L/360 0.13 = L/240 fv /Fv' = 0.03 fb /Fb' = 0.04 0.00 0.01 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. G \�` ' , `t � � ■ j ' /! engineering inc. eri ineerin to COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 22:12 PROJECT Doak Homes Inc. plan 2383B 30 psf snow load 2006 IBC R3 Design Check Calculation Sheet Sizer 7.0 LOADS ( lbs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units HM HM Load3 Load4 Load5 Load6 Load7 Load8 Dead Snow Dead Snow Dead Snow Dead Snow Point Point Full Area Full Area Partial Ar Partial Ar Partial Ar Partial Ar 1086 2172 15.00 (1.00)* 30.00 (1.00)* 15.00 (1.00)* 30.00 (1.00)* 15.00(19.50)* 30.00(19.50)* 0.17 0.17 0.17 5.00 0.17 5.00 0.00 0.17 0.00 0.17 lbs lbs psf psf psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : �r :. � 1. ..•a 4 r. rT'al �[Y � 014 , i t. i � et,,' . " �4 ri'� c7 "4 j? p �Q� t 4 y '' .L Rf�. "._ irj.y � G .,-',--, f , - �yr� Y"��l`"�'` "tt�t y -3r r ;fi . d(' p ,� °,�'d� E a y ir t ` d .. ,( ✓ *� � #" � '� < e+ r ' f ^. '� e ' a dtt. 'na y 1.i . I ?'d '' . O ^'' _`' ..� n :..,^!., ... #; ; Z re L. ...,.,, .. 0 SA Dead Live Total Bearing: Load Comb Length 1185 2341 3526 127 224 351 #2 1.61 #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv* = 62 fb = 251 0.01 = <L/999 0.02 = <L/999 Fv' = 207 Fb' = 1335 0.17 = L/360 0.25 = L/240 fv * /Fv' = 0.30 fb /Fb' = 0.19 0.06 0.08 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. odge engineering inc. COMPANY Hodge Engineering, Inc. Ave. NW, Ste. Al Gig Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 22:12 PROJECT Doak Homes Inc. 30 ps Jahn plan f sno w load f sno 20061BC R4 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location (ft] Start End Units Loadl Load2 Dead Snow Full Area Full Area 15.00 (2.00)* 30.00 (2.00)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : - ° R °.. FIT W,r t144 ,sae - �'q'a'b ....-$•'fdf v ,!rtk!" 4 -et, u % V, @n u M no 'q t. ?. • ¢.e y ,iy ' 'e A C 1' _. 1 ' '8 •% j" a' b . b m.- y.. f ^4 � iT�. y5 � ' K �Ifl "i*, L. � tl P P.. 'A if ' C d I Q , � rp1� 4 ' b 'I. t 'a' �Nt' Yi yfY 4, ' '�' r l °'A .. ,C �- PL{ ;a ` y y - . u77 j• F '. .i 3 _ s �aS!Jr ...?%; w.y cl ., r- 1 y .. ,. . d' ar .d• ' r ( b . $ ` 0. g1; a � .4 ' H s4d ati n Ja .t ^ ^ � �� a l 4 l: s...+l:'.. tr,`t .,;r ,vp. :c.e .....v . ^sY' ^'= ...PC �.y6�+x.. .. ::.p14 .. ._.- , y.n �. .. �.. 9nyi .c,✓:. n�iwr..: -f ( I0 51 Dead Live Total Bearing: Load Comb Length 90 150 240 90 150 240 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 11 fb = 117 0.00 = <L/999 0.01 = <L/999 Fv' = 207 Fb' = 1335 0.17 = L/360 0.25 = L/240 fv /Fv' = 0.05 fb /Fb' = 0.09 0.03 0.04 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. �, ;4 �,� "'. engineering i nc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 22:12 PROJECT Doak Homes Inc. plan 2383B 30 psf snow load 20061BC R5 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pIf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loads Load2 Load3 Load4 Dead Snow Dead Snow Full Area Full Area Full Area Full Area 15.00 (1.00)* 30.00 (1.00)* 15.00(20.00)* 30.00(20.00)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : � �arA ' C .� y r a , r'{Cr6'yy� � f ; y rQ:. ;, 4 -' . ' ' 4.a,,' �: h.( ti `.rd, ' ; . ,,.'}'''� s , °, r_@ jr ';' am }}.., . ` A a" D - a a • } + ,�� k:"�. ;''Y,^s 7 1� �� ' r #_. '1Y'D �"# Y�C] 'i•..w r.I �' y , „*R1 0 �i Q, {� r, ..' L s " ! { 1 Yh !' + r-'i, te'. ���, , ,._ .,, . me i .: � 4 t:`i A' ---"- ..._.a 1 "r.. � ti'{j�' �� m�. � 4 '- r� � a� y �.k..,.. e, ems. 'i+�., { i.e. .d`�...1$ >L f.'- �. .._ � ni�5 10' 31 Dead Live Total Bearing: Load Comb Length 482 945 1427 482 945 1427 #2 0.65 #2 0.65 Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 50 fb = 419 0.01 = <L/999 0.01 =_<L/999 Fir' = 207 Fb' = 1339 0.10 = L/360 0.15 = L/240 fv /Fv' = 0.24 fb /Fb' = 0.31 0.06 0.08 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. �_.. �4. odge engineering inc, COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253 -857 -7055 Jan. 22, 2008 22:12 PROJECT Doak Homes Inc. plan 2383B 30 psf snow load 2006 IBC R6 Design Check Calculation Sheet Sizer 7.0 LOADS ( lbs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft) Start End Units HM HM Load3 Load4 Loads Load6 Load7 Load8 Dead Snow Dead Snow Dead Snow Dead Snow Point Point Full Area Full Area Partial Ar Partial Ar Partial Ar Partial Ar 1100 2200 15.00 (1.00)* 30.00 (1.00)* 15.00 (1.00)* 30.00 (1.00)* 15.00(20.00)* 30.00(20.00)* 3.83 3.83 0.00 3.83 0.00 3.83 3.83 5.00 3.83 5.00 lbs lbs psf psf psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : •• `} `�'N'k4i i ZRc _yI ^ 1 t i .lrm • L,. • ` 95 ,,, ! ,* x d •. ,� > K r � _t • ..nr 1 �"� _ { } l yp � M6+fipµy�ui r 1 r f w 2i` �yy 'n { +,�' 1 tt °c ( t3 �Y c+ ,�d_ , w'i'• . P t: , +„ 4 {, } t "2^ .f.. T. 1 i >b id! j °" 1"' P.tvR iIF. � ' O Sf AY�'7'4dy j1 310- L J� Rtt'", � �� }U W p� ,�e i '( } 4 5�'r�{ v +Aa7 . ? } 1 �' A ,� l A �,N ,$ `¢ty W !� 4 .� � 1 LI-. I !r P V {, '4 (� a j.a!}I - L , � 1y�.+ � , t .L - �$ y "F _ 4 +� k w� L .7 l+i. t t t �P �4 .�+ `d2ci` s • Mt p rky+s, + iiptr t 4'�+ { . °'!'y • X k 1 l'� ! F .' ^" "• t j S - j 5'S -iJ1 L"� •'Y ` f � � },..4.46 L � r � 'tlt i u Y� + , (1_, }, y F t: S^ •t y���� 6 ' mc`_ v `. t R p .. �, , { 4 .T rg .W 4 tlt�^ i1nb MN.+ trt:ra�F Air. 'SPY9'6M .� .. sa,. d .1.* hY � 1.04 .ti !"::6'( t': �b �t3.� cYP [0' 51 Dead Live Total Bearing: Load Comb Length 390 741 1131 - 1231 2424 3655 #2 0.52 #2 1.67 Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps ) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 138 fb = 869 0.02 = <L/999 0.04 = <L/999 Fv' = 207 Fb' = 1230 0.17 = L/360 0.25 = L/240 fv /Fv' = 0.67 fb /Fb' = 0.71 0.13 0.16 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. r - -- - \ , ;, • *, tt l•, H odge engineering inc. C. � ,,,• COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor30 253- 857 -7055 Jan. 22, 2008 22:12 PROJECT Doak Homes Inc. plan 2383B psf snow load 2006 IBC R7 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Dead Snow Dead Snow Full Area Full Area Full Area Full Area 15.00 (1.00)* 30.00 (1.00)* 15.00 (3.67)* 30.00 (3.67)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : .y pF w + of , . + CY # � � {� 3 [�r �" 8. r k ,. e! net 4 I' � ` { t LL,311, yj, d: 2 ti h - i' r..; 1 .. y �'�l.$4'a k l StkA ',^! } s p ►• y M r.: * 1' 0 7M -g S ' y s wl i.� `t +y{ �yy. .Z.7 `{ t. �p.HyyJ" ' 7y y 'A D A t ! C� .. � . .. 1 rt. , � ��J�frj • �Lw � F yr1��37. w� °�.Kf S'+.- Y ���' tary. t. .r 4:_ . ;,. _ 3,� ��� . } � ? ' ..lL.. ti_1 .._ �a:Wf '('t''e(' _ � ''?- . __ _ ,si- +i .a ' * a,. t JO` wr*R ^ �r-- t "� r . , JI � � lC 10. 4( Dead Live Total Bearing: Load Comb Length 152 280 432 152 280 432 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 18 fb = 169 0.00 = <L/999 0.01 = <L/999 Fv' = 207 Fb' = 1337 0.13 = L/360 0.20 = L/240 fv /Fv' = 0.09 fb /Fb' = 0.13 0.03 0.04 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. I. �` �' " „�.�' H , engineering inc. tm COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 22:12 PROJECT Doak Homes Inc. plan 2383B 30 psf snow load 2006 IBC R8 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units , Loadl Load2 Load3 Load4 Dead Snow Dead Snow Full Area Full Area Full Area Full Area 15.00 (1.00)* 30.00 (1.00)* 15.00 (3.67)* 30.00 (3.67)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : F l wpG7 ,:At ppa• s� ° •f ,7 j}b'Y � +∎ t 7 r wgk dd 1 y , r{ r .� a �""� r -- 7 '9 7 � . , y .wbd 1 yy� { }. a � u b bd tl / a _ I�.i iV 1 } j >' i * ]" r' ".� r. �'�k':tk � '" { � ] E f tN g�p� w ' . t 8Y ' ' " '' 'F t.x� s _ ' 1 " a � st l ' t 6 O � '" 4 t .Q. s�. �+ y t . i ' 1 D 4�' ' p�} ( �' t` N. Y dPl ti tu X 7 v` '' y yfg t 7 Sx } � A - J +"-k r p f 'wj .5 r x ..., t ' t • d _ t ' 'b ,q, e, ' a e W x YCI 'i i:.F b'b{ ( { by 4 . �' el, t ..e q,() . 40. . �R tb s s x n4 < e r ' 1, , 3 b 4 . X ,YSO 3}`ra ' t '. b : ° a ., : • r4 q°B�' a ` } � .5 b `".P'p � F" • ., . 4F i� ..r ' .�d e a V' , tL... �.Y «_ _. r l:{ . . y b �,. 4�. r7``) ,`. fl, j �# }+ y r� �' $, . � .t . _.' °. a ,, 8 e '. ,¢t ,,,�, y ; , •' 3i Dead Live Total Bearing: Load Comb Length 114 210 324 114 210 324 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 11 fb = 95 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1339 0.10 = L/360 0.15 = L/240 fv /Fv' = 0.06 fb /Fb' = 0.07 0.01 0.02 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. G k�`1. f) ', # 41 engineering inc. w COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253-857-7055 Jan. 22, 2008 22:12 PROJECT Doak Homes Inc. plan 2383B 30 psf snow load 2006 IBC R9 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Dead Snow Dead Snow Full Area Full Area Full Area Full Area 15.00 (1.00)* 30.00 (1.00)* 15.00 (3.67)* 30.00 (3.67)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 'trT"WTLyi '+ a " • .. " r.,..-P.-4""""7.7 ' � w n 7� '3 -, 7 ,t,- M, t ; i • ;:11/.. " 001 1. 7 a *v' (r. ," a'"b' r * a. 4.01.0 '4i- ; 1` r ' � ri 5 s' 4 ' ' .. . R 4 .. � { p } 4. r .� I. .:dF .t.7.56., i r (. 1 • ti+lk C %, ►y7^}•t. . R•. l �F • � . r? ��r t ' H_ h , F �' t 3 t f j 3 • y r 1 F �� i- q ry �, ?+' a j. f I. q• a R y •�.y �Tt "• ^.44 i 41 '•Mr ., T ,, �,..� , r1C. aY^ 1 { * ► .+ F k . = '•3ti + �5'�R` "la •k • � .f ,y -- • ^'- `A�fryJ 'Y'�s `IIYq- • .�1�: -, ' w ) • o-°`..' . f 3 a.1 7 r , ,'.. °` i ^r ar ,, �3-- ...:.i' •,�,. � @ g � ��, � • •r ���. .ter ` r � _ r jl 3 R .t. W 1 r � v -' r "'" ' .1, ts` 11 441 �W l 7 R �k* '1% YR R . C ^ • L � r • � t .k 7 { ,. r � t' ..., f '�E T 1 11 ' Y,r, r y '�, "' • „�.� i$• w � L mil. y k 4 b fr A } F. ` •Ir '� ♦ _ " "x ru t �' ' '� t `�' � ,p � � `l WI, . 7t d y y,� ri, 4 ... ► t 4 f,�. ,:! ' ta., }5 . ;..1 r ^'.. ' r4 ;". .,,j? tr ; x } ` ys ; ; vw � rz 'etikH ■ 0 ' 24 Dead Live Total Bearing: Load Comb Length 76 140 216 76 140 216 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Ana]. sis/Desi.n Shear Bending( +) Live Defl'n Total Defl'n fv = 5 fb = 42 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1341 0.07 = L/360 0.10 = L/240 fv /Fv' = 0.02 fb /Fb' = 0.03 0.00 0.00 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to tie provisions of NDS Clause 4.4.1. �qt od k -� engineering Inc, COMPANY Hodge Engineering, Inc. Gig Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 22:13 PROJECT Doak Homes Inc. plan psf snow 30 psf sno load 2006 IBC R10 Design Check Calculation Sheet Sizer 7.0 LOADS l Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Dead Snow Dead Snow Full Area Full Area Full Area Full Area 15.00 (1.00)* 30.00 (1.00)* 15.00 (6.63)* 30.00 (6.63)* psf psf psf psf *Tributary width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : *i , �, y` .nr b� 8 • „ ��gq .p` It 'l °d, `*' ' -^7 q � + - �: f Y w aN) y a .. �4!Y iP' ty .4."yp y '4. ' Y �f . �f8 P ' ey ' 4 w 4:!1... 1 tr �, t,$ � ?.t ` ,t f4 .t, e . t c dS .1'..,Z 4(' , bs 4 ' a.J . a pO ac _ .P p. - . F If X r 1 a c{�tir t r '7' r j r s. 1 I i s �-•.� i 4 � 4 .S f l y *. ' •- ^, � b e tc . 3c P c ( .e ., ' t } ,(i� +t S�F'i# ° P(a'pC8 '' c ) a, .a. y A '4”' ` r �� ' gL t _'..4 � W $ 1F y .4. LS a qA;r M .r `i78Yi rj �, ` „,,,:`,4 V L r I S,�a 7 a +yam + 4 1 �'i n,d L. { d � yiy ? ... '' 1 , w ` S'�f Y ' _ 'alb;�i 4, .l t Y 4 4 ih' � ( 1 Af x .TL .., � tqf ST 9 t ' t'd ' �9:r�'Y5 : � t + � ■ ° �' # 1 E; T °'i ^tt s ,� fgY '°c V Lo a o!P a A O r� p � ' tl O C,. 4 a o 1 ° t Z p p °G°lt Q • 4 t W i �t`7 . ° Y R } b l i� t f u r � 4. Ti f `P .+ t't J U , S I B ll � Y' L K,f i ^ '' � y '.', M g t' - ? s % r ' - j � t ' } ' . dPAatl r q� " 1 „, M' 7Qnli a : !, y 4j ro f1 10 21 Dead Live Total Bearing: Load Comb Length 120 229 349 120 229 349 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2” for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 8 fb = 68 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1341 0.07 = L/360 0.10 = L/240 fv /Fv' = 0.04 fb /Fb' = 0.05 0.01 0.01 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. �`• p ® engineering , �" inc. n c. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 3- 857 -7055 Jan. 22, 2008 22:13 PROJECT Doak Homes Inc. plan 23836 30 psf snow load 2006 IBC R11 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location (ft) Start End Units Loadl Load2 Load3 Load4 Dead Snow Dead Snow Full Area Full Area Full Area Full Area 15.00 (1.00)* 30.00 (1.00)* 15.00 (0.75)* 30.00 (0.75)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : _ * mi l t 4.C•� rF'.' ✓a.. 1 i _., f- , 7tG Mf:7t7:4 R* tit' a- jilt., � I', r ° , an 4 T ayn-�L' � r . - a ' ' ' f ' . ... 1 ' • , e + , } " '•3 `_r ` ' i " 1 d 1 f 1 T 1 y � � a.� a•�, B r •" T� y , '# 1 n rj ' 1 .� ; !. Y; r∎ -*141 ♦ � T �, • Ip Piik J 4 lyµ „i • .•» r�R•j SIYti 1'r '- ` � t " y''M•s''d� t !r� IP •' Pl r • }F y 4 1 / s t :_ '�'F�` �!�• 1 �.i ' £ •��J 'LT t' l'if r � "�'c a54. q' /. • gr_)•eA. +- '•71 .t y 1 � •tt' r .-$: .1,yy xt� 4 e l-i. J �.`�CrI,I � �• r r i .Ai pyi, -� t. -4 t ' ' , r �� Irr F�•tI yF cx'''' • +,rri+ r i t t qt • 5 tY'; #t +,r �� r lf l a ti r." 3 >d+ e ; 1 s t •k ft "" .F" x"„Y • Y M ' ri • y ', �y�t f � J1la _ t . ' . �• f ' 'R ,. . t '.� r ,' `ate ta 47. L ill ,Lf -. • i'• •r ➢ ,i o ar t i • '' } t 4}} -.':. "1i�Jl r•f:. 45 �I '', �'t.�r� s X l ��� � A,r14''�' '��+� • •' � • iri,: 'r T Y �`' r- a a t i Y{ �' . �,r , } 9r ♦ "- '�� �' em ifi ! r rb •Ls . f �p' ) r . / �. � MR, { , .y Y•i ° '� { 7.¢ i'�- �I�'-Y�yy� #t ,.. q,M I• Vl'��r- • '� --� - ' y _ W -"I'''' {. '.1 F +Sn' . � Y „.. } ? ° i �: r {, yjyn .� , 4 - 7•.n � { 70 1 r" JGf 1lH X'{ t' Ff ' ,ro. ?' {µj j•a t � a.? i• .� r{ �• -'+� J1v a • K�. t X. y� dt -y rl; t�, 3 ' r�f• � �S • ,� . � � ��' es ' +nr � � �u p � j � } II' �i . �,SS 4 :��� � •a iM F WY. i � � 'yf rFi, k��r] t /� � s + / ."• � .. - k I .� : ill ' - * ,1 1 *AY L 11, 4 . 4 4 4 �.7 t. .4 ll _ t • r 1M .E Jr•'6HA.7.l.Y... n•1!'• � . A + • 10' 24 Dead Live Total Bearing: Load Comb Length 34 52 86 34 52 86 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 1 fb = 10 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1238 0.07 = L/360 0.10 = L/240 fv /Fv' = 0.00 fb /Fb' = 0.01 0.00 0.00 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. . ,' H odge �P . '� f � engineering inc. ..• COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, W A 98335 253- 857 -7055 Jan. 22, 2008 22:13 PROJECT Doak Homes Inc. plan 23838 30 psf snow load 2006 IBC R12 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Dead Snow Dead Snow Full Area Full Area Full Area Full Area 15.00 (1.00)* 30.00 (1.00)* 15.00 (0.75)* 30.00 (0.75)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : , - �. I °' y z ,Irr NLf'� + t r � � ri F•:yK J� r } 3*'""'� _ � ....w.:. ra t ,. ow. ^ •. +• •, ;�,.�w.`, ^"a + p °afs.or , , � ` Ar *.>; -ma t, a am 4 i Q Y o g 1 y 6 t 4 i �Q . a� t »s t t `. • .r 5 , ' tc r t1 xu �!° R ` .* ;1'.' ' � t , . -r ' Y g > s .ia• .7 4 't R r u q yc 't i!"'' ' v a pe• .�� Y�`5r# ��^�4, " .k1'1 ,i f t i 4 A l n '�}' f ��.. '�. ��b FF ..F .'.. i9 •.k. ti v "+•'{ S1?t• : &";( . 3 ..#'' . � ` rPS: .+ * .1 .. - a 4 p� . w i�-a } ' }f y Tm �B yi �1� a .,.� Y'"#,.+ s p s i '+p¢ " a +, a; %Yt tT C3 `a: :. s °."."_'I��.a 'iii.`.` f�w:.i4 1;4.,A;JAY'eid.G i'°- SIA.x:.�.-. - , °A + 10' 54 Dead Live Total Bearing: Load Comb Length 85 131 216 85 131 216 #2 0.50* #2 0.50* "Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 7 fb = 65 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1230 0.17 = L/360 0.25 = L/240 fv /Fv' = 0.03 fb /Fb' = 0.05 0.01 0.02 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ' k � 'a G , `, ", t `"� H odge e n i n e e r i n inc. c. engineering COMPANY Hodge Engineering, Inc. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 22:13 PROJECT Doak Homes Inc. plan 238 f snw load 2006 IBC R13 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Dead Snow Dead Snow Full Area Full Area Full Area Full Area 15.00 (1.00)* 30.00 (1.00)* 15.00 (1.00)* 30.00 (1.00)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : .. . r � yy e. ,•,p q•� ia 5 .:',41,:!.--.....? . �� "e . 1: 'r .: �r :..frM i f +p -r . ;.i..:.p• ' .. • . r i m :.. ... ay ,y'�� • C r '3� i. t• .i•J • i • r •i e1 ' r W • + r. ..: rq'. .. _ •_ • __.._ + L�. ,?_.. —.•L4. ... ' t• a . � -*r is I:� • • ,, 1AA1 '.'> .+ -., ..vyfinFr -, •' 1 0 . 16 Dead Live Total Bearing: Load Comb Length 315 480 795 315 480 795 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x12" Self- weight of 9.35 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2006 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 27 fb = 517 0.13 = <L/999 0.26 = L/726 Fv' = 207 Fb' = 1083 0.53 = L/360 0.80 = L/240 fv /Fv' = 0.13 fb /Fb' = 0.48 0.25 0.33 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ,,--- ,' H odge 1► Ea `, ` engineering inc. r COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 22:13 PROJECT Doak Homes Inc. plan 23836 30 psf snow load 2006 IBC U1 Design Check Calculation Sheet Sizer 7.0 LOADS ( lbs, psf, or plf) : Load Type Distribution Magnitude Start End Location (ft) Start End Units Load/ Load2 HM HM Load5 Load6 Load? Load8 Load9 Load10 Loadll Load12 Dead Snow Dead Snow Dead Snow Dead Live Dead Snow Dead Snow Full Area Full Area Point Point Full Area Full Area Full Area Full Area Partial Ar Partial Ar Partial Ar Partial Ar 15.00 (0.75)* 30.00 (0.75)* 1086 2172 15.00 (1.00)* 30.00 (1.00)* 10.00 (8.08)* 40.00 (8.08)* 15.00(20.00)* 30.00(20.00)* 15.00 (1.00)* 30.00 (1.00)* 4.38 4.38 0.00 4.38 0.00 4.38 4.38 10.08 4.38 10.08 psf psf lbs lbs psf psf psf psf psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : : . y:k u, Y. 9ta%Al - 1l1'Y•. : D' 'rt] "'4ry...':.'.''g :l e14'f ".. 4o: °' .,tr.. ^t - L-.N .., M 0."'. •'%sow.- "•..,„,, $ •: ' f " . + . ° . - -. F : H c i •iRi'f 4 .maDM.9'p:i°.Yl w r *+ w ` 4 1 4 1 v , t - 0 .,,,,,, a J& Y . 6 b N ' b ' e .grxr fr , 9 .. .. ,� -:. gPr• gPQ'M aY•' d.NSA) ... S$Y* .. � 4 ^� hb . A A q 9 x ', r a m ''! {'4 'C. L1',:' :' :.uya Y�Ir:'."}Y".eR`<, . "1 .4 : 9} .'!t.. .+ �*- ':Rfh".f�f1ft;Jfl N.-: R at 1. •.c r_A, Yi+'n;k n.. ,. .-- •...7..i >;^ ;d 'ti , ..'M.... J. :R_r .ice_.: "kC a.;. kt.a.:.Itrt,.:w . AN=: . }p•,f+. 'i:C "Rk. °:2 •*:im: ' /...: ?':r4r- ,t:.:.GS.Y.: .iii L..•_i-_........ w....i,ir....f.Y 1 l{!r.",J:t :,,,Y,.-. = ., ^YC'.:^J9 ��•.4'v`f »l: l'nK "•s'' <._.. C • 10' -l' Dead Live Total Bearing: Load Comb Length 2269 3921 6190 1420 2647 4067 #3 1.86 #3 1.22 Glulam -Bal., West Species, 24F -1.8E WS, 5- 1/8x10 -1/2" Self- weight of 12.39 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 145 fb = 2047 0.19 = L/636 0.35 = L/343 Fv' = 305 Fb' = 2716 0.34 = L/360 0.50 = L/240 fv /Fv' = 0.48 fb /Fb' = 0.75 0.56 0.70 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 1 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). ; G ......"1.„, am �, liodge " engineering inc. 44 COMPANY Hodge Engineering, Inc. Al Gig Harbor, WA 98335 253 857 -7055 Jan. 22, 2008 22:13 PROJECT Doak Homes Inc. 30 psf snow load 2006 IBC U2 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Local Start Pat - tern R6 R6 Load3 Load4 Loads Load6 Load? Load8 Load9 Dead Snow Dead Live Dead Snow Dead Snow Dead Point Point Full Area Full Area Partial Ar Partial Ar Partial Ar Partial Ar Full UDL 1231 2424 10.00 (8.08)* 40.00 (8.08)* 15.00 (1.00)* 30.00 (1.00)* 15.00(20.00)* 30.00(20.00)* 80.0 1.1' 1.1' 1.17 9.67 1.17 9.67 1.17 9.67 1.17 9.67 zzzzzzzzz 0 0 0 0 0 0 0 0 0 *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : `.< j '> y .'M�jI'6. j.� r y M I J a f,R /f r - rr ` } Ti " Ss 7"'+ j J 9 i � b d 4 k ' i °'�+" , , r ,, - i y ~ .. r ti . h " . � ;r,t}•[.�. _ :�i� r - 6p + t t a • 1 3•_2" 6• -6.. 9•41 Dead Live Total Bearing: Load Comb Length Cb 997 1551 2548 2306 3407 5713 1608 2378 3986 627 927 1554 #4 1.16 1.00 #3 2.24 1.17 #3 1.19 1.32 #3 0.50* 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps ") and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Bending( -) Live Defl'n Total Defl'n fv = 128 fb = 687 fb = 475 0.01 = <L/999 0.01 = <L/999 Fv' = 207 Fb' = 1236 Fb' = 1241 0.11 = L/360 0.16 = L/240 fv /Fv' = 0.62 fb /Fb' = 0.56 fb /Fb' = 0.38 0.06 0.07 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ,�� �` ry (''fie" 1 Hodg a engineering inc. ■,,, COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 22:13 PROJECT Doak Homes Inc. plan 2383B load 2006 IBC U3 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Loads Load6 Load? Dead Snow Dead Snow Dead Dead Live Full Area Full Area Full Area Full Area Full UDL Full Area Full Area 15.00 (1.00)* 30.00 (1.00)* 15.00 (3.67)* 30.00 (3.67)* 80.0 10.00 (1.00)* 40.00 (1.00)* psf psf psf psf plf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : mo �yt� �� ...flQ ro _° ° 1b' ¢Wyr t't 4 -.-�- Rr +d' . II dA m g ' .. t ° .90 iPr G��9q __ . ' V � -. 4 � hh - I,. otp x '' 'la s III! .d L ao _ k p ky; „,. a ';i1; , ' e ur l r� 1 d+ n Y a II r q'' � 6 . - ` _ ,&+ 900R�p 9b19 go t ypC{ - ALp - • hi+ 9 P t Oa t 4p d ma y tr y, o 4 a t 73 c }'WW4 �iM :wT @ �d.�4? q¢(p v&S¢sf(8 k • , s • 'X %rt rI a _ 13. ' a g�- � �`6i 7 .. - e . e$ lL. J , po a et + r r ate i v p fY Fc , ` .: v d �{�`� { rq+ f' q [ '�,�y.f } l ""' J : s 1 � � a. r (� • c ('? pi _ .�s Ya iv.. . v r ' e �1 a o- t 'a ;f s 1 `' 14' 11 f; �• �,.� '7 a *3,%01k i' ?t A-nS �t �4'R . a 2 y! • - •x�, 1•v+ H �i."..o ` > r`>'fi rT,1 r,;�k •� �i`gi'4 tf ui:) 7 } "#,, ,,. �+pt f � ';�k r qs - ` 'ql as Q� , { , qt y $ ••u q '.� y t i °tu t}s 't% Wk '�51 F f ,� r r r r e y r [ '' ' t l• • , :: r _ T` tL rs��+�.`.x z • . = . . 1,. . ...:... r� '. d.. 1' °' i_V}s 1 ±i'_: . .L. . .. _ m.,f >a t.� ,�'.. sli IC,14 In 1 2{ Dead Live Total Bearing: Load Comb Length 168 140 308 168 140 308 #4 0.50* #4 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps ) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 3 fb = 36 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1238 0.07 = L/360 0.10 = L/240 fv /Fv' = 0.02 fb /Fb' = 0.03 0.00 0.00 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ,' "/ : � ` � I k. �;v 411 odge ' rP eri ineerin inc. �'"f g g COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 22:13 PROJECT Doak Homes Inc. plan 2383B 30 psf snow load 2006 IBC U4 Design Check Calculation Sheet Sizer 7.0 LOADS ( ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location (ft) Start End Units Loadl Load2 Load3 Load4 Loads Load6 Load? Dead Snow Dead Snow Dead Dead Live Full Area Full Area Full Area Full Area Full UDL Full Area Full Area 15.00 (1.00)* 30.00 (1.00)* 15.00 (3.67)* 30.00 (3.67)* 80.0 10.00 (1.00)* 40.00 (1.00)* psf psf psf psf plf psf psf *Tributary Width (ft) d BE MAXIMUM REACTIONS an A RI NG LENGTHS (i y yp p sf rm ♦ C . d - 171y �1 _ .p r• , tt • ENG . 4 Y 1 ., `.. it `4' ��I s'� " S .'t � { 'ix�� j! ti 7C r t ' Al r d• �� .4 . w gn' • A te,. ' } � ,t Y I ' l `� •t '� � " P a Y a` h( }"�: t �+ 4 Y* IyyyY� w 74 -y' S if S�$>N1 " )rP�} .'Qi �i i. t • f, { 4 y � CyYtt �. 4 ' r + ! a i( .. h,' ��b ! far•,.. �'" y ,- % -tom .• e d. K .. [ s :,, / rt ',LW Y4..,,, F'k � �` ~, F , y c � _ , y ,r -..�, 4. =-caF ry �¢ A ' F 1- # ,,,, �I.n . a �.{I•?' t�r�` �� i, 4r &* i 4 11•� ., ' ~ .. Yx }1 W h �F iG .r ` r„ I a -.4. f"r1 y, � .y y 4s q � "{ i'! . „�X it ^ i� �•,�} m .. �'�� d J �s7 �` r - . r. 4 ,, t tw ` I, cd/�, S.+ +fi h , � . . [,s ; y v `, . I � x�Y .\ •{ * 1 '# y ..k Y { i � � � - ?4'� � .r Sat 13{L Y; � ! R{,�" F � y yr j J i•••7: PS ' , 41 F � '• { • l ; " `i �' . , ry 's .f ' ~ ' ,. +; 1 .. . • a 4 ' -, r .: T m b -G.v '4C ,1: `ir ^,.,15 � .. -- $,2i r '-ti y >, - t o ry�g., d: r r 3 A •• Y _ w 4!� i fi " i . s tl` yy , 'v p ,.. T " � a1 4 � - a f R ' K rte. . • ;YAK .1',. s ' + '77� "�•� y-4' , ..t.„:,,,, l' .• �P. • .. ''' } {. Z.' !or ^�r... • : • .x - . 7'1 il. 4 �. + } 0 --• - R MY 4. I �j� t .t Oij :�, s •- Y � �� ► ►{y�, 1.1440 T `H ' � " , t� -re. :t ► Lr i . sf,7' .,.�..Lrl 41t .r -' '''' ■■ ►/ 10' 1 , -6 ,{ Dead Live Total Bearing: Load Comb Length 126 105 231 126 105 231 #4 0.50* #4 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 0 fb = 20 negligible 0.00 = <L/999 Fv' = 180 Fb' = 1239 0.08 = L/240 fv /Fv' = 0.00 fb /Fb' = 0.02 0.00 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. , ::„.../, ,' H odge t '�; f engineering inc. 4. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 22:13 PROJECT Doak Homes Inc. plan 2383B 30 psf snow load 20061BC U5 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Load5 Load6 Load? Dead Snow Dead Snow Dead Dead Live Full Area Full Area Full Area Full Area Full UDL Full Area Full Area 15.00 (1.00)* 30.00 (1.00)* 15.00 (3.67)* 30.00 (3.67)* 80.0 10.00 (1.00)* 40.00 (1.00)* psf psf psf psf plf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : p . f p m �x66Hr ri° ? a° I" Q' l v t S p N y n.' • ii Y , �Yj .; . w.3..a y �. tX $tea # :, �,Y � * g fl ��a & k * , t «�¢ R " k,a ; t ": ,y..�•� � ° • t W W' , 1 $ . ' a. lZ _ ; .S -'t .t' C # •: - flu 7 fi: t - f ii[- " •�.d�. . .', -� , +PtYv l #, W }f t $ t d ,a • r ., �'•} � 1 y 4� 'a �5 ... .. RR a'a t`� d R Fri S . a• .. , f, .,. f iy ^f T f F ' �4 6 + r .. ry ..F` •ti - f "; 4 a , .. h 12T �.?Y2 , (.,r ^ ' ro ! t......f.u. • t k 7 a �( xb . p 54j r •,:,.. ra' Qik� w � so. dam' '- + !Ff�'" a " k• § z #� 3 ie � ni - S i' �• it ` t s 6 •� Ri .f. 1 i • 4 * �^` • ;'' A ^ t t ° „ � , 7 j + y a4 ' �c� 6 9 i3 a .� ° �. ;,,yy _w s^ sq #3..� 1 .e -'� M.:n Q y i ^�, Qy. ; �•vai k� -t � .. . x. p^! .... _'S•a;s .,, .,, ..gym SNj- Ig 31 Dead Live Total Bearing: Load Comb Length 252 210 462 252 210 462 #4 0.50* #4 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 10 fb = 83 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1235 0.10 = L/360 0.15 = L/240 fv /Fv' = 0.05 fb /Fb' = 0.07 0.01 0.01 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. G` s � H odge •e� engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Al Harbor5 Jan. 22, 2008 22:13 PROJECT Doak Homes Inc. plan 2383 Gig snow load U6 Design Check Calculation Sheet Sizer 7.0 LOADS ( 'Os, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Load5 Load6 Load7 Dead Snow Dead Dead Live Dead Live Full Area Full Area Full UDL Partial Ar Partial Ar Partial Ar Partial Ar 15.00 (2.00)* 30.00 (2.00)* 80.0 10.00 (1.83)* 40.00 (1.83)* 10.00 (3.25)* 40.00 (3.25)* 0.00 8.58 0.00 8.58 8.58 11.25 8.58 11.25 psf psf plf psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 4 rt 4 u �,� t�, :.i:�: t "srs A 7 k 1K t �9 x �rt j w 8d ' P 1' ` f S'} '�' La r ■ /�.N: St.t` ,a t x n .. r h& ^I �r • �. x ro: �y Ng T f;0 t;�� 4 r .. r b 5 �" e' tom, ' - f 1. ►A�; t *ty ,'Lir .<� t4s:Pi ► I , .. , S . P i .. ' .. aF Yr. �• T it W. ...._ l {,d 2 ,+a _`,*; l0' 11-3 Dead Live Total Bearing: Load Comb Length 770 576 1346 798 662 1461 #3 0.62 #3 0.67 Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 52 fb = 827 0.10 = <L/999 0.30 = L/442 Fv' = 180 Fb' = 1059 0.38 = L/360 0.56 = L/240 fv /Fv' = 0.29 fb /Fb' = 0.78 0.27 0.54 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. r ' �, ,.� H odge ; engineering inc. ke COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 22:13 PROJECT Doak Homes Inc. plan 2383B 30 psi snow load 2006 IBC U7 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location (ft] Start End Units Loadl Load2 Load3 Load4 Dead Live Dead Live Full Area Full Area Full Area Full Area 10.00 (5.17)* 40.00 (5.17)* 10.00 (1.83)* 40.00 (1.83)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : x d ' A r r t `'y�{p}' ,r �' - N� dJ3,? i y y b ( �r r ^t 1 , ■ * G %. 6 ' e .•� .y£ h L ,• t "N � 4 '" E: 4 \ ay.• y y ro C� 1 i . •.hRN••s tr4 .•2 .rN > .1 j t .Z F p � S 1 4 r _Vtf El 1R +j (� M . fi t 1 - ,. w^ Sr. LA tl° f 'i 3 :.i s/l- f Lt V -r x 4 y . 1' 'k, �`it r�,_ _ ;L.mo•'} • ,' . d6 f `t9F a u- so t}1 dd dlz - q t /}i r . ..7?'oq'& ' ?wp p ; r P: i4 7 o p p • .Hp o - { !'- W J P ate' a r'a re 1y' ° b y xA .-y .. apa a q .r1 � • � - 4 . t b ,b�? �y, e 4s ti � s >q .st�j 'A S fr Y e; {d`-v =qy Y ... - ..� d �S -�• c :.b $ a$a B a o an "s ' 1 L A ° 3 { A. 2Cav � a ny y jI . t Y trEEf �p� Y 7W��!l � aPi`.a ..`�r . .f.' . P .t ` s � " A C'S$u' .. .� dt t fm.ro . t +++.k J ` b+ a } t �, des )k e y - p.!.�+� -f ? 9 i , sYe(' k *s� lYjj c �b`� T9` g L ! t "b.... 4 fY , � � rf � . t, 7i g °t • , r y a . n Srr, v Ti a t t r e ws �,,�, x ' p # n .+•si.4� :k l d. _, 9' , . pc a ) - y..it -�y�'yv , , , f ` d', i, y. $ . _..�.. 1 r4. ,f. '�- "' - -d.. .. • de .r .a .h0'. �. Y5a..'�i'4`# <ed .�.... t. ...A..:" f�1,1 ,1 .i .rFk.t"k, 1 0• Z-6' Dead Live Total Bearing: Load Comb Length 97 350 447 97 350 447 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x10" Self - weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 8 fb = 67 0.00 = <L/999 0.00 = <L/999 Fv' = 180 Fb' = 1076 0.08 = L/360 0.13 = L/240 fv /Fv' = 0.04 fb /Fb' = 0.06 0.01 0.01 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. �■ , �` � r ! , engineering = i n C. �`` 't6 COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 22:13 PROJECT Doak Homes Inc. plan 2383B 30 psf snow load 2006 IBC U8 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Dead Live Dead Live Full Area Full Area Full Area Full Area 10.00 (3.75)* 40.00 (3.75)* 10.00 (3.25)* 40.00 (3.25)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : a :- q„r..., 'J ! ;i, `t''°i °`ta'^ y' ' 4r e '...'. �"`r f` Y M .. � ;y ••i 1.�-t a, [' i "� � 1 v � S M.. } ' �Y , 'fir i � ^s ` $ ° • *. L �pQ 4w ���?? r' -3• ._r..P L'A`4r + '4,`-.. .�1. �'v7 } r < ''' l 'R�3' 't a ti [ +.` 3 � S - + 'S1 �+ . 3 ' t i o y wz "7 7 G t er a y . ''S' ..r, -'-; . , tsa r y - . 11. 4 -^.. f't, - .., .c `:..a ; as tv _iw ii ` k. `� - { r f ro { 1 } * 't 4 rt.:, + * y� Z.' I� •1- w +. ' s/ x . rr . A l l }�1 � � G M,, t; ' i a ys� i r -. p'Q 4' � •� .t : j E i., ''s ' � 1 ?!' t�i1Mc�`!'" 4 ' v . • ' pie 'J. ' " J. f t } x .,.e...14v .:fie +a.. . t'' i 44' • •,jt, � `• t x . l 6 04 • d ��' a , ,t .. . +!� YfT Y x �' (1 3-. r 1 1 jR ,,, ,fig .: 4 y , *� Y 10' 34 Dead Live Total Bearing: Load Comb Length 117 420 537 117 420 537 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 12 fb = 97 0.00 = <L/999 0.00 = <L/999 Fv' = 180 Fb' = 1075 0.10 = L/360 0.15 = L /240 fv /Fv' = 0.07 fb /Fb' = 0.09 0.01 0.01 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. t - - r ` 4 H odge 4� .� '�� engineering inc, io COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 22:13 PROJECT Doak Homes Inc. plan 23838 30 psf snow load 2006 IBC U9 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 GT1 GT1 Loads Load6 Load7 Load8 Load9 Load10 Loadll Load12 Load13 Dead Live Dead Snow Dead Live Dead Snow Dead Dead Snow Dead Snow Full Area Full Area Point Point Partial Ar Partial Ar Full Area Full Area Full UDL Full Area Full Area Partial Ar Partial Ar 10.00 (4.42)* 40.00 (4.42)* 1909 3678 10.00 (1.33)* 40.00 (1.33)* 15.00 (1.00)* 30.00 (1.00)* 80.0 15.00 (2.00)* 30.00 (2.00)* 15.00(19.75)* 30.00(19.75)* 9.00 9.00 0.00 9.25 0.00 9.25 9.00 11.67 9.00 11.67 psf psf lbs lbs psf psf psf psf plf psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : A 0 ' 19' -3't Dead Live Total Bearing: Load Comb Length 3309 4224 7533 3179 3940 7119 #3 2.26 #3 2.14 Glulam -Bal., West Species, 24F -1.8E WS, 5- 118x18" Self- weight of 21.24 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 112 fb = 2163 0.37 = L/616 0.81 = L/286 Fv' = 305 Fb' = 2458 0.64 = L/360 0.96 = L/240 fv /Fv' = 0.37 fb /Fb' = 0.88 0.58 0.84 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). , , r . `�, '` I eri ineerin inc. ,, g COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor335 Jan. 22, 2008 22:14 Jan. PROJECT Doak Homes Inc. plan 2H odge f snow load 2006 IBC U10 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft) Start End Units Loadl Load2 Dead Live Full Area Full Area 10.00 (9.92)* 40.00 (9.92)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 1 0 ' 19' -3'4 Dead Live Total Bearing: Load Comb Length 1125 3818 4943 1125 3818 4943 #2 1.48 #2 1.48 Glulam -Bal., West Species, 24F -1.8E WS, 5- 1/8x15" Self- weight of 17.7 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 84 fb = 1485 0.47 = L/489 0.68 = L/339 Fv' = 265 Fb' = 2267 0.64 = L/360 0.96 = L/240 fv /Fv' = 0.32 fb /Fb' = 0.66 0.74 0.71 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). ,, • odge '. engineering inc. 1p COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 88335 253- 857 -7055 Jan. 22, 2008 22:14 PROJECT Doak Homes Inc. plan 2383B 30 psf snow load 2006 IBC Ull Design Check Calculation Sheet Sizer 7.0 LOADS ( ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft) Start End Units Loadl Load2 Dead Live Full Area Full Area 10.00 (6.42)* 40.00 (6.42)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Wp 'iM" .. A• 1yy r7 ..y s4 �, -• .gdp�:X�" '�^ ° 9n e a ��.' .i ,r, -, .0, 'i'6�' `.� ,;° k _ S � ;- , .� i 1 ��q g � . ' { �' i ' A JG §.�� F'� f K °" �' K,Mr 'M. R C'� �' r . , - � � F r �t h wL w } .. t,.ix.. , 4 a ' "L Y7/"' * � '�;'''{ - ` t . .:S� �i *ib ±` ' C� I - Y b g _ �, • : t _ _ "�' y ,. t , _ S tp R 3 T� g s - '1 s. v s � � { , �Y rtt 4 t v., , _ t � •t� u , � q - r 3 F 1 f 0 4 i •, . A.,,- ,I}r�t i..i ,l~ r f ': x � Y t - '° ' . :2, t S' °3 <, 4C ! ' te' .= tt `M'v d''' . r , 7 V • l + � .r � .$.7 r� to N:�i J t a i y � ' ...t r m. ) , 1 J M �^ 1{' i^', 3 ,��. ` � - %r�� w.M as S } • + i x . el.t.1 w A ! a � . F r , i {r 1 . 3 " s ... tl• 4aa as ■ x r E4.: a „: y..*1 ,�1 ; 5444.4't ` 7 I1 ■ 4 ) * .:iirt �f{. 171∎51._.1kki_ry:V Jar ... -, a . a .t w • 0' 3' -10 Dead Live Total Bearing: Load Comb Length 138 492 630 138 492 630 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 pif included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps ) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 17 fb = 145 0.00 = <L/999 0.00 = <L/999 Fv' = 180 Fb' = 1073 0.13 = L/360 0.19 = L/240 fv /Fv' = 0.10 fb /Fb' = 0.14 0.03 0.03 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. G, ' -, � " � 4 9 ® engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 22:14 PROJECT Doak Homes Inc. plan 2383B 30 psf snow load 20061BC U12 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location (ft] Start End Units Loadl Load2 Dead Live Full Area Full Area 10.00 (6.92)* 40.00 (6.92)* psf psf *Tributary Width (ft) MAXIMUM NS (lb NG H s and BEARI LENGTS (in) : REACTIONS -..* u W f • T9d' ,,,, ,1 b ""' • , ./�' " J - 17i'Y �,. d , { c) L ,� -w -�. ; � { t �j 4 ■ J V . ` 4 x -4i. t 4-t 4, 1,0 -1-;. l T-. t r w rya ► t• `rtit4 M ME . r jM `( / r sss444 j i £10. , > "r Ay :..' _•�i t �. Q ;1 4MJ^' t tl" ]7 ��,j rr ./y, F ��[jaw}`,A,r N . LJ �,�.W « + 14- � 'f � s ` =K G�. /3 %� t �M. Y' -/ 1, 1'� �" h• 4 . ft . t + t fir tCr,494441 ,, ..x. , �41 r 1 I t11/ - Yi ±� ��'If " •'M'lijMJ+- 20.1FlitIW `1 K-14;/S4:41. 4t a !• �) I s 71 YM r 'T , . + -'��Y `+ r 4 #r . C . • �,�f��y� -� �,.� �lF,E "MtJ y� . Fx .ft G x : i4 �, S .j,'' i ��` - t4L ° ' S� � gym 4 t g° �P rt t7�+, a ' ? � h - , � y� r .. ¢,� ha p S t rr . .'' • ,s14 �c"Y''t „d . y � e ,,y • i .. �'t q ,, y • !. • bi ilY Y � Fi' TM' l J ^ " } ' b " cn�� ° ti p J > d i } ^ r S' 1 ( `'V %A' h p {'y ,C_„s' • j ^ ' a5. -• it -� • },Rf t t . R .:"' t '"y y}yny „ i� •? {'&,- • LY .. 7 '1..:.`�' .. 't t , t�C4.....$ �Q# ,w K 'tI 10' 3' Dead Live Total Bearing: Load Comb Length 125 450 574 - 125 450 574 #2 0.50* #2 0.50* *Min, bearing length for beams is 1/2” for exterior supports Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 14 fb = 112 0.00 = <L/999 0.00 = <L/999 Fv' = 180 Fb' = 1074 0.11 = L/360 0.16 = L/240 fv /Fv' = 0.08 fb /Fb' = 0.10 0.02 0.02 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ;�, ! , ' li odge e n i n e e r i n inc. C. `'M � g g COMPANY Hodge Engineering, Inc. Al Gig Harbor WA 98335 253 - 857 -7055 Jan. 22, 2008 22:14 PROJECT Doak Homes Inc. plan 23838 load 2006 IBC U13 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location (ft] Start End Units Loadl Load2 Dead Live Full Area Full Area 10.00(10.75)* 40.00(10.75)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : `{ r..a S r.s� ?p i 4 I . t 1 �rx { ,-4 -7 •1-5". ; _ •. rr . - !t< t... �.' ' 7w "•c a • '�'!•�{'' d i p '{.{ ,,ti �}e , k ' v rY S ,, f ? I r y t i . . t E` p' t 2 i1 � ,9, r t 7t � + + "i _ ^a � . N •sy c .r £ ,'dt. +� i { .§� x "'rkf' L h$S { { � SS,d d + ' r 1LT 5`� : t ..*-,i'i. 1 -ffirf` 5t ^f .1,� .� r ' 7 . -t ! c. t` i 3 `.. . u `i t emu. f '"{° tI c a � . � r : ,r {�t.t�'. y $ �rr r t t,,,,3!i;,1•' i e"`�)"+°'* . ` . & d a r 5 t � r w M� a r t ° p � t ` tt Al .2 . iy u { ` ;a� ' , S . *' }� s. r. j y • .p i s V'' .li.. otl ..* P 6A ° -' 4111 b LL..1 � • 4 . .q n • O' � � i q - , i .- 4 .9. fi t. t '^y bf f1 y. '}.i � at r a d 6° . . Ptl �.�y * g F it �y { ! yo ��y`y . r - 1^;1 .Ki. l��s. ._>t., .tea : .. Ta.n .4 ; fiw '9A ..4 �.. , ".. .._p N ' i.VE' =.�Y. o.:' . x e." a O . - 1 0' 3' -2'1 Dead Live Total Bearing: Load Comb Length 182 681 863 182 681 863 02 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps ) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 21 fb = 164 0.00 = <L/999 0.00 = <L/999 Fv' = 180 Fb' = 1075 0.11 = L/360 0.16 = L/240 fv /Fv' = 0.11 fb /Fb' = 0.15 0.02 0.02 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. `, 4 ` w � r-''" t t: odge g in engineerinc, COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253 857 -7055 Jan. 22, 2008 22:14 PROJECT Doak Homes Inc. plan 2383B 30 psf snow load 2006 IBC u14 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 - Dead Live Full Area Full Area 10.00(12.50)* 40.00(12.50)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : . , f d. 46��pg,fi,r ., $ • , - -«, d T c, o , d ! 4 -� '' ® r pql� u o y f S � R d s -iy} \ h R • ] VVV a ar � 4 tS t �� 4R; ° '� �+ d k � `��, nl ? �PD+.I, "0,W; ' 4 �� �t `- � '�•`�'� ` y �,, /��� ji4„'7 °�sy r t� g� p�, q y �y, � i�,i. Qa p } .* wt yC _ .?+ a,ap r"�,� e y " - • i R ;,. ` " '. 7'9°b1: r5✓ 0. • '' +j. tl'p g ° gpT Y fi i' . ... 41 M , FSsp . .`. i o; d p 1Y � t f " '4 _w 9 rp .r ti , `E�!c • t Y AP b F �-', �"1 y �y I 'y�' t 4 - - y ,li .1 "' K .. .0.:., t7 h , � 4II 0J l 'p�t t ,.. 1' t ' .P { r ,.�'�T �` t ,, f . ( ' �� t ■ � � "Vi , .+1# Ui f��A'Yi Sv • 1 44 5,1.4 1 1 ' ` y ;: t. W� :i' ti ,0 .Y ; ellir�A* ! ' .... :' Kf.s: I d - y ¢ ; � L'p i %q r ' t f� � - , 4 4. b - .Y "''H ��.. v . ` Mi h1 ' . X ,_ ' r $, � ,, ' � S { I � in'. � 1; 7 dT rSa' F ►: #;., i t, n r ril` • 10' T-31 Dead Live Total Bearing: Load Comb Length 216 812 1028 216 812 1028 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 25 fb = 201 0.00 = <L/999 0.00 = <L/999 Fv' = 180 Fb' = 1074 0.11 = L/360 0.16 = L/240 fv /Fv' = 0.14 fb /Fb' = 0.19 0.03 0.03 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. .'., , , --'`. �`�' 1 ` . 'l ' H odge '� 4 l engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 22:14 PROJECT Doak Homes Inc. plan 23838 30 psi snow load 2006 IBC U15 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location (ft] Start End Units Loadl Load2 Dead Live Full Area Full Area 10.00 (9.75)* 40.00 (9.75)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : : • w ics' ' a ! . x ( ' wt c -tV .. .,.,. p ✓ ✓.e- ` {'" { 't. .40 nti '� , m , d orb s ,wy 4� 1 y FiS a r -k °r h '+ ' i' i w a'Y ,�.Y ti�[ -,3_✓ ' r .+.' P g'" ` a t �x�. "�' l s� '" �'...,., � w .,, `• i ;� v , v �� r}' � tn. �9..j ya , t�,,� v ., ..F t is r rpm t� P ° tl •• , c �' y' ,/r���... fe ..� . ,. °'. f bu:i ay h p + .M.w ` a • L 9+:5'NT 4 +�'y{ d 1A t^7 1 Y., u 4e J _ '" .'fi"R,'^�l+C'ti''p'+q+! �" °� 'x . fi��t j y u "p • 'bL'�F § - .e kr • y a q €r .�. { ¢ t f' y S , r s,q,_, ,, • $` '�.. ' ,Jp p.• J 4�:u o- E: y d x "" { { ifs 1 • .. F' ,� K A e�• , t ,e� 1 , .yF. ; t f .ir P Y g` ,£.„,.: • e' Y �T 4 _ .X+'+.Rfy ''T 3 4:# .�'YC�. t .. i 9l .1 r ' .` a $wc • M I.`C ; rc tb A L1k 6q V t M 4 y j . y. eb h - t ' i ISP • C ,r .. s J! 'b. r� _ , 4- . - a�, °{ .. J ri - 1' d 7t y . . �' - t . ,t y T 'xs ED ([ s , , A A . t ' ' v } i �'t 'N. np ,d P`. .. to Y� i'a • Is' ',°, A 9P�3G3 _ y fi • W ° ° t a dCiFa i�: a y . ( P d '� Ul • 0' 2'-4'' Dead Live Total Bearing: Load Comb Length 123 455 578 123 455 578 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 9 fb = 81 0.00 = <L/999 0.00 = <L/999 Fv' = 180 Fb' = 1076 0.08 = L/360 0.12 = L/240 fv /Fv' = 0.05 fb /Fb' = 0.08 0.01 0.01 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. , `� �� 1� �� `/ H f engineering i inc. � . COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 22:14 PROJECT Doak Homes Inc. plan 23836 30 psf snow load 2006 IBC U16 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Dead Live Full Area Full Area 10.00 (9.75)* 40.00 (9.75)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : w.w.HU �.vN...wm N.u.we n.. >�oL�v+»2.cv>� a.n S+ uwa, .wvw•n...w. ..y -�.. 4. . , . . �.� n...., .. L a, ... , .� .. .._ n a a w. �0 12' -11'i Dead Live Total Bearing: Load Comb Length 710 2519 3228 710 2519 3228 #2 0.97 #2 0.97 Glulam -Bal., West Species, 24F -1.8E WS, 5- 118x10 -112" Self- weight of 12.39 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps ") and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 78 fb = 1328 0.27 = L/564 0.39 = L/396 Fv' = 265 Fb' = 2358 0.43 = L/360 0.65 = L/240 fv /Fv' = 0.29 fb /Fb' = 0.56 0.64 0.60 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). .', ,' 4 odge H �'�p '�'� e ngineering 1nC, A COMPANY Hodge Engineering, Inc. Gig Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 22:14 PROJECT Doak Homes Inc. plan f sno 30 psi snow load 2006 IBC M1 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Dead Live Full Area Full Area 10.00 (4.83)* 40.00 (4.83)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : "d L r :1 z >i@ } 'x vg s.`.'' v � g�;'r•f ' � '� 4e , y Y 4 r -4 -, �q • {l 4 S• a fbC '?/I t ,G \k A • r C' )W d l •} T { , � W' it 7k s.A. {� i" • �.y •' '.5� +� t s_, � riroltt 6 ; •a N 3t ` . r .rt . ` ' 8 '�i` � 3 •� .q . „a r 'c ,,.. � '; r X a •4 3 BAi P 4 }° �•'� ' 1 ` � t ; i ' t n r = `•7.•..x ti` � ' .E t irkYrt r y ^K �Y g 3 Z `% �.t °- b tl l4 "' aA� . Bt - ' -< L tFS y, n O. 4 _ w s•' 4 k t '` �5 ; d + "" e r t' n 1 • @y '+. .L atrx a ' 7t£....: ftglit • 8 3 . t ym , .4'� may < • tl. -- dt z�' • W T p" � a a412 d n00*, ° 9 a A 4 4 � ,.w. �. ,� ,d r ° R7P d 4 x ..&,,: " 9 r o � .. p ° -.a - , h• M b t \ 8 °. t . � a ° s • ,� x w i n a ° - 0 $° �, e,� it .i . &�. tl 5 -t ,.'4 L O _.:'S "• i tSdR i A,. e }p " '�� ' $ ..t ,. .. y Q •.,d '�° ..Il H_ t#�' r' = - fit' 9@b. .b@ tKL}2(, 1 0 ' 2' -11' Dead Live Total Bearing: Load Comb Length 82 282 364 82 282 364 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 8 fb = 64 0.00 = <L/999 0.00 = <L/999 Fv' = 180 Fb' = 1075 0.10 = L/360 0.15 = L/240 fv /Fv' = 0.04 fb /Fb' = 0.06 0.01 0.01 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ,. .. � H odg e ' t l ' engineering i inc. �` COMPANY Hodge Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 22:14 PROJECT Doak Homes Inc. plan 23838 30 psf snow load 2006 IBC M2 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location (ft] Start End Units Loadl Load2 Dead Live Full Area Full Area 10.00 (8.08)* 40.00 (8.08)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : II d$ q ',p ` 'tY , 0 . . ` ` 0` °. f + � s p p i� » 7� I t J hr.' J B R � �yyl M1 t - , ? ` ? . - ���F � . 3 �i(�� F ""yita_J' 1 4 A 'r -F ' ;Ail �Y ^1 rf.,I'j' i 3h�J{ ,f�N r � s� - hr � r .,�'. " a • .�r"'a.-��:.wh' f��7� ` #« Y � y � 'a ..tk i - J�'C ��t 'cE f , � ` S . + "F,4. au ti #fi - S <... 1 4 � ��� �' f� a g ,�rp ' ae m� M ` • r: 1 . 1. r 4 Y �F - ✓ 3 • L 7 p �ceri�, +l „T. < • YAW 4., R u' ° p ti a [��, e r o � . . . '*''^'yy` 1 " �t; ?'.n. fl i •, • aW� 1� _ ~ ff�, alb. b t5. 4,�". 7 1: p `� � � 4 � x a , , § ���,/�1� i1 a�,� .. i " 71e1ks K,i��' r7 �t� .�} 'i r. �rwe ' lraS;' # ,,, w ti. " „i . f , ? . ?� � R ' :.�+� • J .,i • 1 3 ` - Dead Live Total Bearing: Load Comb Length 162 593 755 162 593 755 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2” for exterior supports Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 20 fb = 166 0.00 = <L/999 0.01 = <L/999 Fv' = 180 Fb' = 1074 0.12 = L/360 0.18 = L/240 fv /Fv' = 0.11 fb /Fh' = 0.15 0.03 0.03 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. , ` ,'� liodge '1 PP"'"' enlneering inc. to COMPANY Hodge Engineering, Inc. 26Al Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 22:14 PROJECT Doak Homes Inc. plan 2383 Gig ow load 2006 IBC M3 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Loads Dead Live Dead Dead Live Full Area Full Area Full UDL Full Area Full Area 10.00 (6.67)* 40.00 (6.67)* 80.0 10.00(12.50)* 40.00(12.50)* psf psf plf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): t Gt a w Z fi F 1 5 j . l + Y y a4 Jh 1 {c h ] • 3$ p L — .,� ...+: ' ! i '� i i,r�'� i S'�� G ' R j ' rh b y'?4`.. P •1 ! [ fir # p 1 X Q sa y,, rii h J , ,3•��}4 ., C" '4 f . iv '' ' i ' 4' 1 , Z, r. "5�1p yd. - e°.i°1TS ._ *'+�: ,� � '7( �•• g, `r ' �t r�. L y � x `r p Y _ i - TA B b ' r�3d ,Y t F - i4�• M►e 'ft ! 'Y ;s ' GIDn P e .. r1 ,•'. e� ' f . h jh "6 • ti t ��ilt �&. 4 1 Q $� �•n fl 5 Et � .q4 y�...}}, ,' % ' � Y '� 4 ? M• - d ,.* } , & V i �. _ w� fL • G t ... +r L 8° � ^` 0 + z • �q••�,Y .fie, ,I� •"¢(, p - ,R i , aq L` a tl n p 91' P ,p. b ( � � ` ti � . �'�� �P..; e E� x' er ,;j 4 iy�r � k t -•. � �0 .4 .fr3+y1 ' , CP 0 ;, • 9a.. q R,41�' f �.d.: 8 „ .�pp yyz S4 1t 4'' L �'`' � �g... :'Si1 'yn` �' Z't (�q, e.vr 3 { a , .'. ig 1 0' 3' -8 Dead Live Total Bearing: Load Comb Length 512 1406 1918 512 1406 1918 #2 0.88 #2 0.88 Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 51 fb = 423 0.01 = <L/999 0.01 = <L/999 Fv' = 180 Fb' = 1074 0.12 = L/360 0.18 = L/240 fv /Fv' = 0.29 fb /Fb' = 0.39 0.07 0.07 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Ly .� o d a �• engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857-7055 Jan. 22, 2008 22:14 PROJECT Doak Homes Inc. plan 2383B 30 psf snow load 2006 IBC M4 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Load5 Dead Live Dead Dead Live Full Area Full Area Full UDL Full Area Full Area 10.00 (4.17)* 40.00 (4.17)* 80.0 10.00 (2.50)* 40.00 (2.50)* psf psf plf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : s t i .K iS *. / ; Y f � � r� i` �d IT * ., C " ` tp -,04. 7 '7�C k L � 'S T ' t F '' �' t Y. '. p G.,+ c _ p Ip "iSti�r },,_4 rr.�li Ra, 1 '�7�J•if y r l�,.c .W f #* .�l�i • n F •. r i z , ,J �, ,4 s R ,. d t " . x � „ i'yt�'� �k, # i 7: �yls 1, , • 'f ait ,. $!4.Y...,, w d ; 'X• 1�F Y .a 'nyR i :� F i ' ,-1-.. .. 4. A 10 5' -2'1 Dead Live Total Bearing: Load Comb Length 399 689 1088 399 689 1088 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 35 fb = 338 0.01 = <L/999 0.02 = <L/999 Fv' = 180 Fb' = 1071 0.17 = L/360 0.26 = L/240 fv /Fv' = 0.20 fb /Fb' = 0.32 0.07 0.08 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. E H odge ' llL- engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 22:14 PROJECT Doak Homes Inc. plan 23838 30 psi snow load 2006 IBC M5 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location (ft] Start End Units Loadl Load2 Load3 Load4 Load5 Dead Live Dead Dead Live Full Area Full Area Full UDL Full Area Full Area 10.00 (4.25)* 40.00 (4.25)* 80.0 10.00 (4.25)* 40.00 (4.25)* psf psf plf psf psf *Tributary Width (ft) MAXIMUM REACTIONSS° (Ibs) and BEARING LENGTHS (in) : Ir r i ' �. "'t -aw4.4'.r� `+.1 � r^ 4ry yy _! om °"y g a'" i`. { s �"' '" r FF��`` .. 9 r . Q o 0 6 .: y n 'PFR ;px . ' { � t 4y / ,,, t � .� ' J(� ' t1e. � t� a p, , �: p Y 'r ''�y �• 1 ' L � . V 7 i 6.a �Vr `' 1(j �i. y�y .�+.' ' s li t 1F i i $ tit .,7'a? , , � III 14 l M L • A �e 6 R a SA @ !, w.,nn 6'�rc 4G .0 @ °Adis a J ' 0. { .r •� O A11 'T� A OP "a l 6 A Y Q Y ∎ .s . +�,..ti„� s t§ ° G4 a »�s -.r r ks. ,' � r u 4r yg�+: + . - . A . ., . Y►.r�(. :e :14 4 i;46ffa�;Y.�Y..r t .�.� 1'',.i . .,� ∎ 4 )5 a ' ','Y., 1`t �' • .._ 10' 5' -2' Dead Live Total Bearing: Load Comb Length 446 878 1324 446 878 1324 #2 0.61 #2 0.61 Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 43 fb = 411 0.01 = <L/999 0.03 = <L/999 Fv' = 180 Fb' = 1071 0.17 = L/360 0.26 = L/240 fv /Fv' = 0.24 fb /Fb' = 0.38 0.09 0.10 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. --'' usmt:41l ;I. . F- odge !. , e n i n e e r i n inc. V . g g COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 22:14 PROJECT Doak Homes Inc. plan 2383B 30 psf snow load 2006 IBC M6 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Load5 Dead Live Dead Dead Live Full Area Full Area Full UDL Full Area Full Area 10.00 (6.42)* 40.00 (6.42)* 80.0 10.00 (5.17)* 40.00 (5.17)* psf psf plf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : day i•�•wT' ,� r vr /k.. . '• "" „ 'r * r. . rr r'�w - 'C' i ' , 4 ,v.. ,, 1tg' '0%04_,,, , ,1t ya ,�x �. i r u d .per w� !� q k:+eF P , 40 . r * •I "a ,� l , 1 4 fit,(' , ► ` ky�. r it �. �n 8 • p .A+v k K. ' 1.4 f ,j�y F ' .i i r Xa1 .�..4#flc i�' r � �� T l' �{ - 1 ak .'i � tY . ^ ... M� r ry l� l'.. 1 t °4 • a / r x �.: t;t � F , � , ' v...-.... r N. :�.1 { _ *� f• ` .;} I Fy A Z r- � ' I! 1 t C f :d r �� '1 . x rh M1' fe .V � *ot ,Y} - . - .r Y +bad;.. Ir " ..� 7 ' ka U A +� " fit a „..44,1' 4 "yvrt a ti . ti 1 ' L 'f * Std � .•+ a ; q, � . W . e .:xv`l1 #* 1 . 2' , 7 R6 t i t . „ . 1 fi 1 r i '4 r fit lY Ryd�a fit �• • .. �. *P � �Gl }� h ' { '4+* � } f. ! N� l. {'• � nytAt. t [ cn "� b' � 7r ° 11',.,L a 3 a p 77 F s, X t , v , , F + {er";.� s be kb "..d^ - 1ty 1 y► /s " � q t o . '4 fkk tat , a . - _ 4S� 0 q. ... - m. - a;,•c. s�,a:.}.d. r'. --.. "4L:.. .,. - �_ P“ • • 10' 3' -3d Dead Live Total Bearing: Load Comb Length 331 753 1084 331 753 1084 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 26 fb = 212 0.00 = <L/999 0.01 = <L/999 Fv' = 180 Fb' = 1074 0.11 = L/360 0.16 = L/240 fv /Fv' = 0.15 fb /Fb' = 0.20 0.03 0.03 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. \.. � � o � At e engineering i n e e r i n ` g g inc. " COMPANY Hodge Engineering, Inc. Gig Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 22, 2008 22:14 PROJECT Doak Homes Inc. plan 30 psf f snow load 2006 IBC M7 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Dead Live Full Area Full Area 10.00 (5.08)* 40.00 (5.08)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 't R+ ~ F -, a ty'c re. . .� r C d x n >• p .,-b t'�• ' i` 'fit :r•:' P j*�• t u'} fF + y, sT '' +t „ Sy�Y "+' ' �Y.p!" ..t C • F " Y ' - - ' ; v eta ru61 " t r + y f n ' { >tp ....-.4. s ->* J 2 ` R i r r. • ,Myi .; � ��rP ree . R . } r 1.1 r44 a ., . J , 't` J' In a ite�• t "' 'Jt t a P F t a lJ�.: - t..B.V {.._ J9 .�: T°"' J 1 1 '3� 4 r - 1 ._A fk 1 pit fp-, {E u - L ) I) }, + p { Y R •� d pp y y 9 { ry ) z r . A p D '1' ( 'f y T J L • • ,.. r k . r 4i r h e '" ft +•+w» t , . �{' ` "1 Nt ,.3 aka "t,ra „e+,.� 'L°i?t'� +i � Q' ' f E E ♦ q }^W •y d t {, w Ak .. Q' ` y4t `Nt ��� P'°' rp.^� f v t✓" Y n`ti- iwa t. e ,.A ya` .,.a� A T .W�. .l , ,J b La�. , . ri �{ • _ { _' i - d •? __ b p • 4 Y' d ', ' }' A. V 1 h iy�Ya , y Y (# F . } / i *i f! l(p k R YA^ 1 ! 1 i ° Il S h ft:, Itr .�, �� 1 f r , 1T `K' ak' -F 7l. ` a�" i q a >.. • 1 •fYP 1 Eaq 4 Xf ,:t je q " t� y . .F ' r $r . °• a P�n d° II' � ro �,� a � ��R,& � y fi a t s. , k �ye§ �fl $�nq � q °8° yy fy.�, ''� v A;t raf' Ja t � g 4 ay'i6� � m e o '�9 b' ga J ., . m1." A` •t4� . . t, �. �. ' .j' X -. t Z i t y P' q ` ,S b4 •,, .i : 4 . ,....r a. r- �+• a J I' ' J `-, r 1 q ei � � 1.aP clf r. I: . Z� r �# 'r1,q'• 4:' c.z t 1'� 4 i a f ti1ti.�.i.t. ` 4t. S.x.+ J :Sr_. .ir.+ hti��':�IM n— r► ..j . ' _?' T t + .t .a9O.-. -xe stF: - � =: :d'.�t '... • ..r to �' 0' Z-8.5 Dead Live Total Bearing: Load Comb Length 79 275 355 79 275 355 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x10" Self - weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 7 fb = 58 0.00 = <L/999 0.00 = <L/999 Fv' = 180 Fb' = 1075 0.09 = L/360 0.14 = L/240 fv /Fv' = 0.04 fb /Fb' = 0.05 0.01 0.01 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Wood Column Ho eriq i 'l ee' itI ?; Lie. : KW- 06007122 License Owner : HODGE ENGINEERING INC Description : Braced x -dir - single 2x4 9' stud braced by wall - eccentricity .167 times depth General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non - slender calculations ) Hem Fir No.2 Wood Species Wood Grade Fb - Compr 850.0 psi Fb - Tension 850.0 psi Fc - Prll 1, 00.0 psi Fc - Perp 405.0 psi E : Modulus of Elasticity .. Basic Minimum Load Combination 2006 IBC & ASCE 7 -05 Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Governing NDS Formla np Mxx Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results Load Combination +D +D +L +H +D +Lr +H +D+0.750Lr+0.750L +H Maximum Reactions - Unfactored Load Combination D Only Lr+Lf Only D +Lr +L Load Combination Fv Ft Density x -x Bending 1, 00.0 470.0 e :10. John Hodge P.E. 2601 Jahn Ave NW Ste Gig Harbor, WA 98335 253 - 857 -7055 fax 253 - 857 -7599 Title Block Line 6 .0 ft 150.0 psi 525.0 psi 27.70 pcf y -y Bending 1, 00.0 470.0 Applied Loads Column self weight included : 9.0891 lbs * Dead Load Factor AXIAL LOADS .. . Axial Load at 9.0 ft, Yecc = 0.0590in, D = 0.70, L = 0.70 k DESIGN SUMMARY 0. 6 01 : 1 +D +L +H Myy, NDS Eq. . - 8. 6 ft 1.40 1 k 7.0000E -006 k - ft 6.8000E -005 k -ft 8 .515 psi .00 7120:1 +D +L +H .Oft 1.4568 psi psi Axial 1, 00.0 ksi Wood Section Name Wood Grading /Manuf. Wood Member Type Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0. 5218 PASS 0.0 ft 0. 6 01 PASS 8. 6 ft 0. 5218 PASS 0.0 ft 0.7861 PASS 8. 6 ft X -X Axis Reaction @ Base @ Top -0.004 -0.004 -0.008 -0.004 -0.004 -0.008 Maximum Deflections for Load Combinations - Unfactored Loads D Only 0.2436 in 5.255 ft 0.004 in Title : Column Calculations 2006 IBC A1Dsgnr: John Hodge Project Desc.: Wood Stud Load Bearing Project Notes : File: a:DDocuments and Settlngs'Shannon Max. X -X Deflection Distance Max. Y -Y Deflection Job # Printed: 31 MAY 2008 DocumentslENERCALC Data Fileslwood post calculations.ec6 ENERCALC, INC. 1983-2008, Ver: 6.0.18, N:42801 Code Ref : 2006 IBC, ANSI / AF &PA NDS -2005 2x4 Graded Lumber Sawn Exact Width 1.50 in Allowable Stress Modification Factors Exact Depth 3.50 in Cf or Cv for Bending 1.50 Area 5.250 i02 Cf or Cv for Compression 1.150 lx 5. 5 4 inA4 Cf or Cv for Tension 1.50 ly 0. 84 8 in^4 Cm : Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Kf : Built -up columns Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling along X -X Axis Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 9.0 ft, K = 1.0 1.0 N:;b; l; 3 No h;ar_ 0r4i Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions . . Top along Y - Y .0007650 k Bottom along Y - Y .0007650 k Top along X -X .0076480 k Bottom along X -X .0076480 k Maximum SERVICE Load Lateral Deflections... Along Y - Y .008 480 in at 5.2550 ft above base for load combination : D + Lr + L Along X -X 0.48717 in at 5.2550 ft above base for load combination : D + Lr + L Other Factors used to calculate allowable stresses .. . Bending Cf or Cv : Size based factors 1.500 Maximum Stress Ratio Y -Y Axis Reaction @ Base @ Top -0.000 -0.000 -0.001 .0048560 .00 7120 .0048560 .0084 80 -0.000 -0.000 -0.001 Distance 5.255 ft Shear Ratios Status Location PASS PASS PASS PASS Compression 1.150 .0 ft .0 ft .0 ft .0 ft Tension Note: Only non -zero reactions are listed. Wood Column Lic. : KW- 06007122 Braced x-dir - double 2x4 9' stud braced by wall - eccentricity .167 times depth Description : General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non - slender calculations ) Hem Fir No.2 850.0 psi Fv 850.0 psi Ft 1, 00.0 psi Density 405.0 psi Wood Species Wood Grade Fb - Compr Fb - Tension Fc - Prll Fc - Perp E : Modulus of Elasticity ... Basic Minimum John Hodge P.E. Title : Column Calculations 2006 IBC 2601 Jahn Ave NW Ste A1Dsgnr: John Hodge Gig Harbor, WA 98335 Project Desc.: Wood Stud Load Bearing j 253-857-7055 Project Notes : e n c.1 I I C e I ri ,, - n �, , fax 253 - 857 -7599 Title Block Line 6 Load Combination 2006 IBC & ASCE 7 -05 .0 ft 150.0 psi 525.0 psi 27.70 pcf x -x Bending y -y Bending 1, 00.0 1, 00.0 470.0 470.0 Applied Loads Column self weight included : 18.1781 lbs * Dead Load Factor AXIAL LOADS .. . Axial Load at 9.0 ft, Yecc = 0.0590in, D =1.60, L = 1.60 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Governing NDS Formla np Mxx Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results Load Combination +D +D +L +H +D +Lr +H +D+0.750Lr+0.750L +H Maximum Reactions Unfactored Load Combination D Only Lr+Lf Only D +Lr +L 0. 6501 :1 +D +L +H Myy, NDS Eq. . - 8. 6 ft .2182 k 1.6000E -005 k -ft .0001560 k -ft 8 .515 psi -0.009 -0.009 -0.017 .Oft 1.664 psi psi 0.40184 PASS 0.0 ft 0. 6501 PASS 8. 6 ft 0.40184 PASS 0.0 ft 0.75585 PASS 8. 6 ft X -X Axis Reaction @ Base @ Top -0.009 -0.009 -0.017 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance D Only 0.0696 in Axial 1, 00.0 ksi File: c:IDocuments and Settngs\Shannon'My Documents\ENERCALC Data Fileslwood postcalculatlons.ee8 ENERCALC, INC. 1983-2008, Ver. 6.0.18, N:42801 License Owner HODGE ENGINEERING INC Wood Section Name Wood Grading /Manuf. Wood Member Type Exact Width Exact Depth Area lx ly Maximum Axial + Bending Stress Ratios Maximum Stress Ratio Status Location Stress Ratio -0.001 -0.001 -0.002 Max. Y -Y Deflection 5.255 ft 0.005 in Code Ref : 2006 IBC, ANSI I AF &PA NDS - 2005 2 - 2x4 Graded Lumber Sawn 3.0 in Allowable Stress Modification Factors 3.50 in Cf or Cv for Bending 1.50 10.50 in *2 Cf or Cv for Compression 1.150 10.7188 in *4 Cf or Cv for Tension 1.50 7.8750 in *4 Cm : Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor Kf : Built -up columns Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling along X -X Axis Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 9.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions . . Top along Y - .0017480 k Bottom along Y - Y .0017480 k Top along X -X 0.017481 k Bottom along X -X 0.017481 k Maximum SERVICE Load Lateral Deflections... Along Y - 0.010226 in at 5.2550 ft above base for load combination : D + Lr + L Along X - X 0.1 1 in at 5.2550 ft above base for load combination : D + Lr + L Other Factors used to calculate allowable stresses .. 0.0110 :1 Bending +D +L +H Cf or Cv : Size based factors 1.500 .005550 0.0110 .005550 .00 7120 Y -Y Axis Reaction @ Base @ Top -0.001 -0.001 -0.002 Distance 5.255 ft Shear Ratios Status Location PASS PASS PASS PASS Job # Compression 1.150 .0 ft .0 ft .0 ft .0 ft Printed: 31 MAY 2008 1.0 1 . 0 NDS 15.3 .2 No (non gib rn;3 Tension Note: Only non -zero reactions are listed. Wood Column Ho ertc.] - lee in Lic. : KW- 06007122 License Owner : HODGE ENGINEERING INC Description : Braced x -dir - triple 2x4 9' stud braced by wall - eccentricity .167 times depth General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non - slender calculations ) Wood Species Hem Fir Wood Grade No.2 Fb - Compr 850.0 psi Fv Fb - Tension 850.0 psi Ft Fc - PrIl 1, 00.0 psi Density Fc - Perp 405.0 psi E : Modulus of Elasticity ... Basic Minimum x -x Bending 1, 00.0 470.0 Load Combination 2006 IBC & ASCE 7 -05 Applied Loads Column self weight included : 27.2672 lbs * Dead Load Factor AXIAL LOADS .. Axial Load at 9.0 ft, Yecc = 0.0590in, D = 2.50, L = 2.50 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Governing NDS Formla np Mxx Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results Load Combination +D +D +L +H +D +Lr +H +D+0.750Lr+0.750L +H Maximum Reactions - Unfactored Load Combination Load Combination D Only John Hodge P.E. Title : Column Calculations 2006 IBC 2601 Jahn Ave NW Ste A1Dsgnr: John Hodge Gig Harbor, WA 98335 Project Desc.: Wood Stud Load Bearing 253 - 857 -7055 111C , fax 253 - 857 -7599 Title Block Line 6 .0 ft 150.0 psi 525.0 psi 27.70 pcf y -y Bending 1, 00.0 470.0 0. 6062 : 1 +D +L +H Myy, NDS Eq. . - 8. 6 ft 5.027 k 2.4000E -005 k - ft .0002440 k -ft 8 .515 psi 0.011562 :1 +D +L +H .0 ft 1.7 4 psi psi Axial 1, 00.0 ksi D Only -0.014 -0.014 Lr+Lf Only -0.014 -0.014 D +Lr +L -0.027 -0.027 Maximum Deflections for Load Combinations - Unfactored Loads ly Project Notes : Printed: 31 MAY 2008 File: c:IDacuments and SelhngslShannon\My Documents\ENERCALC Data Files\wood post calculadons.ec6 ENERCALC, INC. 19812008, Von 6.0.18, N:42801 Wood Section Name Wood Grading /Manuf. Wood Member Type Exact Width Exact Depth Area lx Code Ref : 2006 IBC, ANSI I AF &PA NDS -2005 3 - 2x4 Graded Lumber Sawn 4.50 in Allowable Stress Modification Factors 3.50 in Cf or Cv for Bending 1.50 15.750 in ^2 Cf or Cv for Compression 1.150 16.0781 in^4 Cf or Cv for Tension 1.50 26.5781 iO4 Cm : Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Kf : Built -up columns 1.0 5 S 1 i Use Cr : Repetitive ? No ir or,-ao-� Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling along X -X Axis Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 9.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions . . Top along Y -Y .0027 10 k Bottom along Y -Y .0027 10 k Top along X -X 0.027 15 k Bottom along X -X 0.027 15 k Maximum SERVICE Load Lateral Deflections .. . Along Y - Y 0.010652 in at 5.2550 ft above base for load combination : D + Lr + L Along X - X 0.064440 in at 5.2550 ft above base for load combination : D + Lr + L Other Factors used to calculate allowable stresses ... Bending Compression Tension Cf or Cv : Size based factors 1.500 1.150 Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location 0.41840 PASS 0.0 ft 0. 6062 PASS 8. 6 ft 0.41840 PASS 0.0 ft 0.7 46 PASS 8. 6 ft X -X Axis Reaction @ Base @ Top Max. X -X Deflection Distance 0.0322 in 5.255 ft .0057810 0.011562 .0057810 0.010117 Y -Y Axis Reaction @ Base @ Top -0.001 -0.001 -0.003 -0.001 -0.001 -0.003 Max. Y -Y Deflection Distance 0.005 in 5.255 ft PASS PASS PASS PASS .0 ft .0 ft .0 ft .0 ft Job # Note: Only non -zero reactions are listed. KW- 06007122 Wood Column Description : General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non-slender co/ccrla Hem Fir No.2 850.0 psi Fv 850.0 psi Ft 1, 00.0 psi Density 405.0 psi Wood Species Wood Grade Fb - Compr Fb - Tension Fc - Prll Fc - Perp E : Modulus of Elasticity .. Basic Minimum Load Combination 2006 IBC & ASCE 7 -05 Applied Loads Column self weight included : 14.2828 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 9.0 ft, Yecc = 0.0590in, D = 1.60, L = 1.60 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Governing NDS Formla np Mxx Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results Load Combination +D +D +L +H +D +Lr +H +D+0.750Lr+0.750L +H Maximum Reactions - Unfactored Load Combination D Only Lr+Lf Only D +Lr +L Ho x -x Bending y -y Bending 1, 00.0 1, 00.0 470.0 470.0 John Hodge P.E. Title : Column Calculations 2006 IBC 2601 Jahn Ave NW Ste A1Dsgnr: John Hodge Gig Harbor, WA 98335 Project Desc.: Wood Stud Load Bearing 253 - 857 -7055 111C , fax 253 - 857 -7599 Title Block Line 6 Braced x - dir - single 2x6 9' stud braced by wall - eccentricity .167 times depth .0 ft 150.0 psi 525.0 psi 27.70 pcf 0. 8148 :1 +D +L +H Myy, NDS Eq. . - 8. 6 ft .214 k 1.6000E -005 k -ft .0001560 k - ft 805.01 psi 0.014126 :1 +D +L +H .Oft 2.11 0 psi psi Code Ref : 2006 IBC, ANSI / AF &PA NDS -2005 2x6 Graded Lumber Sawn 1.50 in Allowable Stress Modification Factors 5.50 in Cf or Cv for Bending 1. 0 Area 8.250 in ^2 Cf or Cv for Compression 1.10 lx 20.7 6 inA4 Cf or Cv for Tension 1. 0 ly 1.546 inA4 Cm : Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Axial Kf : Built -up columns 1.0 NDS 19.3 2 1, 00.0 ksi Use Cr : Repetitive ? No (non s ?ih »ul Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling along X -X Axis Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 9.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Wood Section Name Wood Grading /Manuf. Wood Member Type Exact Width Exact Depth Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.428 4 PASS 8. 6 ft 0. 8148 PASS 8. 6 ft 0.428 4 PASS 8. 6 ft 0.8 140 PASS 8. 6 ft X -X Axis Reaction @ Base @ Top -0.009 -0.009 -0.017 -0.009 -0.009 -0.017 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance Project Notes : D Only 0.3543 in 5.255 ft 0.003 in File: cdOocumentsand Settings\Shannon\My Documents \ENERCALC Data Fileslwood post calculations.ec6 ENERCALC, INC. 1983 -2008, Vet:: 6.0:18, N:42801 License Owner,: HODGE ENGINEERING INC Maximum SERVICE Lateral Load Reactions . . Top along Y -Y .0017480 k Bottom along Y -Y .0017480 k Top along X -X 0.017481 k Bottom along X -X 0.017481 k Maximum SERVICE Load Lateral Detections... Along Y -Y .0052710 in at 5.2550 ft above base for load combination : D + Lr + L Along X -X 0.70860 in at 5.2550 ft above base for load combination : D + Lr + L Other Factors used to calculate allowable stresses ... Bending Cf or Cv : Size based factors 1.300 Maximum Stress Ratio .00706 0 0.014126 .00706 0 0.012 61 Y -Y Axis Reaction @ Base @ Top -0.001 -0.001 -0.002 Max. Y -Y Deflection -0.001 -0.001 -0.002 Distance 5.255 ft Shear Ratios Status Location PASS PASS PASS PASS Compression 1.100 .0 ft .0 ft .0 ft .0 ft Job # Printed: 31 MAY 2008 Tension Note: Only non -zero reactions are listed. Wood Column Ho Load Combination Results en i Lic. : KW- 06007122 License Owner : HODGE ENGINEERING INC Description : Braced x -dir - double 2x6 9' stud braced by wall - eccentricity .167 times depth General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non - slender calculations ) Wood Species Hem Fir Wood Grade No.2 Fb - Compr 850.0 psi Fv Fb - Tension 850.0 psi Ft Fc - Prll 1, 00.0 psi Density Fc - Perp 405.0 psi E : Modulus of Elasticity ... x -x Bending Basic 1, 00.0 Minimum 470.0 Load Combination 2006 IBC & ASCE 7 -05 Applied Loads Column self weight included : 28.5656 lbs * Dead Load Factor AXIAL LOADS .. Axial Load at 9.0 ft, Yecc = 0.0590in, D = 4.0, L = 4.0 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Governing NDS Formla np Mxx Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination +D +D +L +H +D +Lr +H +D+0.750Lr+0.750L +H Maximum Reactions - Unfactored Load Combination D Only Lr+Lf Only D +Lr +L John Hodge P.E. Title : Column Calculations 2006 IBC 2601 Jahn Ave NW Ste A1Dsgnr: John Hodge Gig Harbor, WA 98335 Project Desc.: Wood Stud Load Bearing IW 253 - 857 -7055 Project Notes : 111C , fax 253 - 857 -7599 Title Block Line 6 y -y Bending 1, 00.0 470.0 0.85 51 : 1 +D +L +H Myy, NDS Eq. . - 8. 6 ft 8.0286 k 000E -005 k - ft .000 10 k -ft 805.01 psi 0. 166 0.85 51 0. 166 0.70815 .0 ft 150.0 psi 525.0 psi 27.70 pcf 0.017658 : 1 +D+L +H .Oft 2.6487 psi psi X -X Axis Reaction @ Base @ Top -0.022 -0.022 -0.044 Axial 1, 00.0 ksi ly PASS 8. 6 ft PASS 8. 6 ft PASS 8. 6 ft PASS 8. 6 ft -0.022 -0.022 -0.044 Maximum Deflections for Load Combinations - Unfactored Load. Load Combination Max. X -X Deflection Distance Printed 31 MAY 2008 File: c:IDocuments and SetIings\Shannon\My DocumentslENERCALC Data Filestwood post calculations.ec6 ENERCALC, INC. 1983.2058, Ver: 8.0.18, N:42801 Wood Section Name Wood Grading /Manuf. Wood Member Type Exact Width Exact Depth Area lx Ct : Temperature Factor Cfu : Flat Use Factor Kf : Built -up columns Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling along X -X Axis Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 9.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions . . Top along Y -Y .004 70 k Bottom along Y -Y .004 70 k Top along X -X 0.04 704 k Bottom along X -X 0.04 704 k Maximum SERVICE Load Lateral Deflections ... Along Y - .0065880 in at 5.2550 ft above base for load combination : D + Lr + L Along X - X 0.22144 in at 5.2550 ft above base for load combination : D + Lr + L Other Factors used to calculate allowable stresses ... Bending Cf or Cv : Size based factors 1.300 Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location Y -Y Axis Reaction @ Base @ Top -0.002 -0.002 -0.004 Max. Y -Y Deflection D Only 0.1107 in 5.255 ft 0.003 in Code Ref : 2006 IBC, ANSI / AF &PA NDS -2005 2 -2x6 Graded Lumber Sawn 3.0 in Allowable Stress Modification Factors 5.50 in Cf or Cv for Bending 1. 0 16.50 i02 Cf or Cv for Compression 1.10 41.5 8 in^4 Cf or Cv for Tension 1. 0 12. 750 in^4 .00882 0 0.017658 .00882 0 0.015451 -0.002 -0.002 -0.004 Distance 5.255 ft Cm : Wet Use Factor PASS PASS PASS PASS Compression Tension 1.100 .0 ft .0 ft .0 ft .0 ft Job # 1.0 1.0 1.0 1.0 Wrls 1532 No Note: Only non -zero reactions are listed. Wood Column Ho Wood Species Wood Grade Fb - Compr Fb - Tension Fc - Prll Fc - Perp E : Modulus of Elasticity . Basic Minimum Load Combination Results enr.�i lee irllr Lic. : KW- 06007122 License Owner : HODGE ENGINEERING INC Description : Braced x -dir - triple 2x6 9' stud braced by wall - eccentricity .167 times depth General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non-slender calculations ) Hem Fir No.2 850.0 psi 850.0 psi 1, 00.0 psi 405.0 psi Load Combination 2006 IBC & ASCE 7 -05 Applied Loads Column self weight included : 42.8484 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 9.0 ft, Yecc = 0.0590in, D = 7.0, L = 7.0 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Governing NDS Formla np Mxx Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination +D +D +L +H +D +Lr +H +D+0,750Lr+0.750L +H Maximum Reactions - Unfactored Load Combination D Only Lr+Lf Only D +Lr +L Fv Ft Density x -x Bending y -y Bending 1, 00.0 1, 00.0 470.0 470.0 John Hodge P.E. Title : Column Calculations 2006 IBC 2601 Jahn Ave NW Ste Al Dsgnr: John Hodge Gig Harbor, WA 98335 Project Desc.: Wood Stud Load Bearing WW 253 - 857 -7055 :11 C . fax 253 -857 -7599 Title Block Line 6 0. 0 33 : 1 +D +L +H Myy, NDS Eq. . - 8. 6 ft 14.042 k 6.8000E -005 k -ft .0006840 k - ft 805.01 psi Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location 0. 5 48 0. 0 0. 5 48 0.7 8 X -X Axis Reaction @ Base @ Top -0.038 -0.038 -0.076 .0 ft 150.0 psi 525.0 psi 27.70 pcf 0.020601 : +D +L +H .Oft .0 02 psi psi Axial 1, 00.0 ksi PASS 0.0 ft PASS 8. 6 ft PASS 0.0 ft PASS 8. 6 ft -0.038 -0.038 -0.076 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance Project Notes : Printed: 31 MAY 2008 File: cdDocuments and Settings\Shannon\My Documents\ENERCALC Data Filestwood post calculations.ec6 ENERCALC, tNc.1983.2008 Ver. 6,0.18, N:42801 Wood Section Name Wood Grading /Manuf. Wood Member Type Exact Width Exact Depth Area lx ly Cf or Cv for Bending Cf or Cv for Compression Cf or Cv for Tension Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Kf : Built -up columns Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling along X -X Axis Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 9.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions . . Top along Y -Y .0076480 k Bottom along Y -Y Top along X -X 0.076481 k Bottom along X -X Maximum SERVICE Load Lateral Deflections... Along Y - .0076860 in at 5.2550 ft above base for load combination : D + Lr + L Along X -X 0.11482 in at 5.2550 ft above base for load combination : D + Lr + L Other Factors used to calculate allowable stresses .. . Bending Cf or Cv : Size based factors 1.300 Y -Y Axis Reaction @ Base @ Top -0.004 -0.004 -0.008 Max. Y -Y Deflection D Only 0.0574 in 5.255 ft 0.004 in Code Ref : 2006 IBC, ANSI I AF &PA NDS -2005 3 -2x6 Graded Lumber Sawn 4.50 in Allowable Stress Modification Factors 5.50 in 24.750 inA2 62. 06 in^4 41.7656 in^4 0.010 01 0.020601 0.010 01 0.018026 -0.004 -0.004 -0.008 Distance 5.255 ft PASS PASS PASS PASS Job # Compression 1.100 .0 ft .0 ft .0 ft .0 ft .0076480 k 0.076481 k 1. 0 1.10 1. 0 1.0 1.0 1.0 1.0 NDS 15i :r 2 No (non- Tension Note: Only non -zero reactions are listed. Wood Column Ho erlc.] i - lee'in f.,, Lic. : KW- 06007122 Description : Braced x -dir - quad 2x6 9' stud braced by wall - eccentricity .167 times depth General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non - slender calculations ) Wood Species Hem Fir Wood Grade No.2 Fb - Compr 850.0 psi Fv Fb - Tension 850.0 psi Ft Fc - Prll 1, 00.0 psi Density Fc - Perp 405.0 psi E : Modulus of Elasticity ... x -x Bending Basic 1, 00.0 Minimum 470.0 Load Combination 2006 IBC & ASCE 7 -05 Applied Loads Column self weight included : 57.1313 lbs * Dead Load Factor AXIAL LOADS .. . Axial Load at 9.0 ft, Yecc = 0.0590in, D =10.0, L =10.0 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio Load Combination Goveming NDS Formla np Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results Load Combination +D +D +L +H +D +Lr +H +D+0.750Lr+0.750L +H Maximum Reactions - Unfactored Load Combination D Only -0.055 -0.055 Lr+Lf Only -0.055 -0.055 D +Lr +L -0.109 -0.109 D Only Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance John Hodge P.E. Title : Column Calculations 2006 IBC 2601 Jahn Ave NW Ste Al Dsgnr: John Hodge Gig Harbor, WA 98335 Project Desc.: Wood Stud Load Bearing IW 253 - 857 -7055 Inc , fax 253 - 857 -7599 Title Block Line 6 .0 ft 150.0 psi 525.0 psi 27.70 pcf y -y Bending 1, 00.0 470.0 0. 262 : 1 +D +L +H Mxx Myy, NDS Eq. . - 8. 6 ft 20.0571 k .8000E -005 k - ft .000 770 k - ft 805.01 psi 0.022073 : 1 +D +L +H .0 ft . 10 psi psi Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0. 7858 0. 262 0. 7858 0.7 7 8 X -X Axis Reaction @ Base @ Top 0.0346 in 5.255 ft Axial 1, 00.0 ksi PASS 0.0 ft PASS 8. 6 ft PASS 0.0 ft PASS 8. 6 ft Project Notes : File: cODocuments and Sethngs\Shannon\My Documents\ENERCALC Data Files \wood post calculations.ec6 ENERCALC, INC. 1983-2008, Ver: 8.0.18, N:42801 License Owner : HODGE ENGINEERING INC Wood Section Name Wood Grading /Manuf. Wood Member Type Exact Width Exact Depth Area lx ly Ct : Temperature Factor Cfu : Flat Use Factor Kf : Built -up columns Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling along X - Axis Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 9.0 ft, K = 1,0 Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions . . Top along Y -Y 0.010 26 k Bottom along Y -Y 0.010 26 k Top along X -X 0.10 26 k Bottom along X -X 0.10 26 k Maximum SERVICE Load Lateral Deflections .. . Along Y -Y .0082 50 in at 5.2550 ft above base for load combination : D + Lr + L Along X -X 0.06 20 in at 5.2550 ft above base for load combination : D + Lr + L Other Factors used to calculate allowable stresses .. . Bending Cf or Cv : Size based factors 1.300 Y -Y Axis Reaction @ Base @ Top -0.005 -0.005 -0.011 Max. Y Y Deflection 0.004 in Code Ref : 2006 IBC, ANSI ! AF &PA NDS -2005 4 -2x6 Graded Lumber Sawn 6.0 in 5.50 in .0 in ^2 8 .1875 in^4 .0 inM Maximum Stress Ratio 0.0110 6 0.02207 0.0110 6 0.01 14 -0.005 -0.005 -0.011 Distance 5.255 ft Allowable Stress Modification Factors Cf or Cv for Bending 1. 0 Cf or Cv for Compression 1.10 Cf or Cv for Tension 1. 0 Cm : Wet Use Factor 1.0 Shear Ratios Status Location PASS PASS PASS PASS Compression 1.100 .0 ft .0 ft .0 ft .0 ft Job # Printed: 31 MAY 2008 Tension Note: Only non -zero reactions are listed. Wood Column Load Combination D Only Lr+Lf Only D +Lr +L Ho Wood Species Wood Grade Fb - Compr 850.0 psi Fb - Tension 850.0 psi Fc - PrIl 1,400.0 psi Fc - Perp 625.0 psi E : Modulus of Elasticity .. Basic Minimum Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Governing NDS Formla np Mxx Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results Load Combination +D +D +L +H +D +Lr +H +D+0.750Lr+0,750L+H Maximum Reactions - Unfactored enc i lee irlt Lic. : KW- 06007122 License Owner : HODGE ENGINEERING INC Description : Unbraced - single 4x69' stud DF not braced by wall - eccentricity .167 times depth General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non - slender calculations ) Douglas Fir - Larch (North) No. 1 No. 2 Fv Ft Density x -x Bending 1,600.0 580.0 Load Combination 2006 IBC & ASCE 7 - John Hodge P.E. 2601 Jahn Ave NW Ste tali Gig Harbor, WA 98335 253 - 857 -7055 "..110 . fax 253 - 857 -7599 Title Block Line 6 y -y Bending 1,600.0 580.0 Applied Loads Column self weight included : 37.9827 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 9.0 ft, Yecc = 0.0590in, D = 2.750, L = 2.750 k DESIGN SUMMARY 0. 2453 :1 +D +L +H Myy, NDS Eq. . - 8. 6 ft 5.5 80 k 2.7000E -005 k -ft .00026 0 k -ft 466.525 psi 0. 1045 0. 245 0. 1045 0.702 5 -0.015 -0.015 -0.030 .0 ft 180.0 psi 500.0 psi 1.570 pcf .0086710: +D +L +H .Oft 1.560 psi psi Maximum Axial + Bending Stress Ratios Stress Ratio Status Location X -X Axis Reaction @ Base @ Top Axial 1,600.0 ksi PASS 0.0 ft PASS 8. 6ft PASS 0.0 ft PASS 8. 6 ft -0.015 -0.015 -0.030 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance Title : Column Calculations 2006 IBC A1Dsgnr: John Hodge Project Desc.: Wood Stud Load Bearing Code Ref : 2006 IBC, ANSI I AF &PA NDS -2005 Wood Section Name 4x6 Wood Grading /Manuf. Graded Lumber Wood Member Type Sawn Exact Width 3.50 in Allowable Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending 1. 0 Area 1 .250 inA2 Cf or Cv for Compression 1.150 lx 48.5260 iO4 Cf or Cv for Tension 1. 0 1 .6510 in ^4 Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Kf : Built -up columns Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 9.Oft, K = 1.0 Y - (depth) axis :Unbraced Length for Y -Y Axis buckling = 9.0 ft, K = 1.0 ly Project Notes : Printed: 31 MAY 2008 File: c:IDocuments and Settngs\ShannoMMy Documents\ENERCALC Data Fileslwood post calculations.ec6 ENERCALC, INC. 1983 -2008, yer: 6.0.18, N:42801 Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions . . Top along Y -Y .00 0050 k Bottom along Y - .00 0050 k Top along X -X 0.0 0046 k Bottom along X - 0.0 0046 k Maximum SERVICE Load Lateral Deflections... Along Y -Y .00 1540 in at 5.2550 ft above base for load combination : D + Lr + L Along X -X 0.0778 5 in at 5.2550 ft above base for load combination : D + Lr + L Other Factors used to calculate allowable stresses .. Bending Cf or Cv : Size based factors 1.300 Y -Y Axis Reaction @ Base @ Top -0.002 -0.002 -0.003 Max. Y -Y Deflection D Only 0.0389 in 5.255 ft 0.002 in Maximum Stress Ratio .004 60 .0086710 .004 60 .0075870 -0.002 -0.002 -0.003 Distance 5.255 ft Shear Ratios Status Location PASS PASS PASS PASS Job # Compression 1.150 .0 ft .0 ft .0 ft .0 ft 1.0 1.0 1.0 1.0 .Nii 1532 No (non-gib oriy) Tension Note: Only non -zero reactions are listed. engi lee Ho . Lic. : KW- 06007122 License Owner : HODGE ENGINEERING INC Wood Column Description : Unbraced - single 6x6 9' DF stud not braced by wall - eccentricity .167 times depth General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non - slender calculations ) Wood Species Douglas Fir - Larch (North) Wood Grade No. 1 No. 2 Fb - Compr 850.0 psi Fv Fb - Tension 850.0 psi Ft Fc - Prll 1,400.0 psi Density Fc - Perp 625.0 psi E : Modulus of Elasticity ... Basic Minimum Load Combination 2006 IBC & ASCE 7 -05 Applied Loads Column self weight included : 59.6870 lbs * Dead Load Factor AXIAL LOADS .. . Axial Load at 9.0 ft, Yecc = 0.0590in, D = 7.750, L = 7.750 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Governing NDS Formla np Mxx Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results Load Combination +D +D +L +H +D +Lr +H +D+0.750Lr+0.750L +H Maximum Reactions - Unfactored Load Combination D Only Lr+Lf Only D +Lr +L D Only .0 ft x -x Bending y -y Bending 1,600.0 1,600.0 580.0 580.0 John Hodge P.E. 2601 Jahn Ave NW Ste Gig Harbor, WA 98335 253 - 857 -7055 .11 C , fax 253 - 857 -7599 Title Block Line 6 180.0 psi 500.0 psi 1.570 pcf 0. 4786 :1 +D +L +H Myy, NDS Eq. . - 8. 6 ft 15.55 7k 7.6000E -005 k -ft .0007570 k -ft 0 .1 1 psi 0.015551 : 1 +D +L +H .Oft 2.7 2 psi psi Maximum Axial + Bending Stress Ratios Maxi :wm Shear Ratios Stress Ratio Status Location Stress Rati Status Location 0. 1 12 PASS 8. 6ft 0. 4786 PASS 8. 6 ft 0. 1 12 PASS 8. 6 ft 0.75042 PASS 8. 6 ft X -X Axis Reaction @ Base @ T p -0.042 -0.042 -0.085 -0.0 ? -0.0t Load Combination Max. X -X Deflection Distance 0.0283 in 5.255 f Axial 1,600.0 ksi Title : Column Calculations 2006 IBC A1Dsgnr: John Hodge Project Desc.: Wood Stud Load Bearing ly Project Notes : Printed: 31 MAY 2008 File: c:\Documents and Settings\ShannonlMy Documents\ENERCALC Data Filesiwood post calculations,ec6 ENERCALC, INC. 1983-2008, Ver 6.0.18, N:42801 Wood Section Name Wood Grading /Manuf. Wood Member Type Exact Width Exact Depth Area lx Code Ref : 2006 IBC, ANSI I AF &PA NDS -2005 6x6 Graded Lumber Sawn 5.50 in Allowable Stress Modification Factors 5.50 in Cf or Cv for Bending 0.250 inA2 Cf or Cv for Compression 76.2552 in^4 76.2552 in^4 Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X - Axis buckling = 9.0ft, K = 1.0 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 9.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions . . Top along Y - .0084680 is Bottom along Y -Y .0084680 k Top along X -X 0.084676 I Bottom along X -X 0.084676 k Maximum SERVICE Load Lateral Deflections .. . Along Y -Y .0056570 in at 5.2550 ft above base for load combination : D + r + L Along X -X 0.056571 in at 5.2550 ft above base for load combination : D + . r + L Other Factors used to calculate allow2 le stresses .. Bending Compression Tension Cf or Cv : Size based factors 1.000 1.000 -0.004 -0.004 -0.008 .0077760 PASS 0.01 5551 PASS .0077760 PASS 0.01 607 PASS Y -Y Axis Reaction @ Base @ Top -0.004 -0.004 -0.008 Maximum Deflections for Load Combinations - Unfactored L■dads Max. Y -Y Deflection Distance 0.003 in 5.255 f Cf or Cv for Tension Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Kf : Built -up columns Use Cr : Repetitive ? .0 ft .0 ft .0 ft .0 ft Job # 1.0 1.0 1.0 1.0 1.0 1.0 1.0 ,ti[;S No ,T)n Note: Only non -zero reactions are listed. 032 Column L 4 5 3 Wide Column Allowable Axial Load (Ib) 3 x 6" % 3 x 7 5 Wide Column Allowable Axial Load (Ib) ',,' 51/0' x 51/8 5 x 6" 5 x 7 i 100% 115% 125% 100% 116% 125% % 100% 1 115% 125% 100% 115% 125% 100% 115% - 125% 18,290 15,460 20,100 � 21,210 22,850 16,610 17,280 19,330 25,130 20,760 26,520 29,950 1 33,910 21,600 j 28,230 1 31,650 17,390 26,21 61 29,050 14,130 23,980 L26 210 36,470 35,070 33,830 33,060 30,800 30,700 27,560 i 28,090 39,700 , 42,700 37,070 39,620 34,020 36,080 1 30,700 32,280 35,110 38,380 ; 40 350 6 7 12,760 10,530 13,490 . 13,910 1 11,020 11,300 . 15,960 13,160 16,870 13,780 8 9 8,760 7,380 . 9,110 9,310 7,640 7,780 10,960 9,230 11,390 9,550 11,640 i 21,640 + 23,320 9,730 19,330 20,600 24,310 25,350 21 340 22,640 27,310 28,470 24130 i 24,990 31,690 28510 34,160 35,610 30,170 31,250 10 11 6,280 5,410 6,480 1 1 7,860 5,560 5,640 , 6,760 6,950 8,240 17,200 18,170 7,050 15,310 t 16,080 18,740 20,140 16,520 17,930 21,290 ; 21,950 18,830 ; 19,350 25,190 22,420 26,620 27,450 23 550 1 24,200 4,700 4,120 4,810 4,880 5,870 ... 4,210 4,260 5,150 6,020 5,260 6,100 13,670 14,280 5,330 12,250 t 12,750 14,640 16,010 13,040 14,340 16,730 } 17,150 14,930 5 270 20,020 17,940 20,930 21,440 18,670 19100 11,020 11,430 9,950 _ 10,300 9,030 , 9,320 8,220 8,470 11,670 12,900 13,390 13,670 10,500 __11,660 12 060 12,290 9,490 10,570 1 11,110 8 610 9,630 9,920 10,090 14,580 13,220 12,040 16,750 '17,090 15,080 15,380 13,650 13,900 12,410 12,620 0) 7,510 7,730 6_890 7,080 7,850 8,800 9,050 9,190 7,180 , 8,070 8,290 8,410 11,010 1 0 100 11,325 + 11,500 10,360 10,520 } i 6,340 ' 6,500 5850 5 990 6,590 7,430 7,610 7,720 6 070 6,860 7,020 7 110 9,290 8,580 9,520 i 9,660 8,780 8,900 , Column L[nfgith 6 Wide Column Allowable Axial Load (Ib) Notes: 1) Table assumes that the column is braced at column ends only. Effective column length is equal to actual column length. 2) Allowable loads are based on one -piece column members used in dry service conditions. 3) Allowable loads are based on an eccentricity value equal to 0.167 multiplied by the column thickness or width (worst case). ( ) 4) Allowable loads are based on axial loading columns using the design provisions of the National Design Specification for Wood Construction (NDS), 2001 edition. For side or other combined bending and axial loads, see Provisions of NDS, 2001 edition. 5) See below for allowable design stresses. 6) Load values are not shown for short lengths due to loads exceeding common ! connector capacites. Load values are not shown for longer lengths if the controling slenderness ratio exceeds 50 (per NDS). 04 X 6" , 6 x 7 , 100% II 115% 125% % 100% 116% i 125% 4 5 � I 6 ] 8 9 33, , 39 200 41,010 � 33,010 35,400 36,800 ( I 12 13 14 15 16 17 18 19 27,150 27,6 1 25,840 25 670 29,540 36,370 26,560 33,300 23,950 30,510 21,_700:27 960 , 19,710 1 17,980 23,650 38,730 250 { 40,120 35,250 36,380 32,120 33,060 29,330 30120 26,840 27,520 24,650 ,2,210 22,670 I 23,170 20930 21,350 19,360 19,730 17,96018 7 16,690 16,980 15,560 15810 22,350 20,550 18,580 17 010 23,380 21,200 19,300 17,620 15,620 14,390 16,150 16,450 21,820 14 850 15,110 ,20,180 20 21 13,290 12,310 13,690 13,920 ; _18,710 12,660 12,860 17,380 11740 11 910 ; 16190 , 10,910 11,070 15,110 22 23 11430 10,640 24 9,920 ; 10,170 10,300 j 14,130 14,530 1 14,760 Column Table &llorable Stresse d > p ljyreS BOISE GLULAMTM COLUMNS Allowable Axial Load - 21 F -V1 Column Grade olumn Allowable Design tresses Load Perpendicular to Guidelines 2100 2100 Bending Fb [psi] Load Parallel to Guidelines Load Perpendicular Load Parallel to to Guidelines Guidelines Modulus of Ela 1800 1,900,000 1,800,000 Compression Parallel to Grain F, [psi] Compression Perpendicular to Grain (limiting direction F [psi] Tension Parallel to Grain F, [psi] 560 1450 Model RR Relative Rigidity Actual Allowable Shear Shear (Ibs) (Ibs) Actual I Allow Shear Actual Drift (in) Drift Limit (in) End Total Axial Actual Model Type W H T Sill Anchor Load Uplift (in) (in) (in) Anchor Bolts (Ibs) (Ibs) SSW18x9 Steel 18 105.25 3.5 Plate 2 - 1" 1000 9505 lb SSW18x9 Steel 18 105.25 3.5 Plate 2 - 1" 1000 9505 lb Model RR Relative Rigidity Actual Allowable Shear Shear (Ibs) (Ibs) Actual I Allow Shear Actual Drift (in) Drift Limit (in) SSW18x9 SSW18x9 0.50 0.50 1165 < 1380 OK 1165 < 1380 OK 0.84 0.84 0.24 0.24 0.48 0.48 „SIMPSON iblii4Vii$VA4 4444 Job Name: 8.0009 - 2383A Wall Name: A - Level One Application: 1st Story Wood Floor Systems Design Criteria: * 2003 & 2006 IBC * Seismic R =6.5 * 3000 psi concrete * Alternate Basic or Basic Load combination * ASD Design Shear = 2329 Ibs Selected Wall Solution: SIMPSON STRONG-Tle COMPANY, INC. The World's "No Equal" Structural Connector Company Actual Shear & Drift Distribution: (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. 2- SSW18x9 are OK along the same wall line. SSW18x9 requires SSW18 -1 KT Connrection Kit. Notes: - Plate denotes shear transfer plate in Connection Kit. - Single Story 1st story wood floor installations may use A36 anchor bolts and rods. Disclaimer: www.strongtie.com It is the designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong -Tie Co., Inc. at 1- 800 - 999 -5099. Page 1 of 1 *Company: *Contact: *Hodge Engineering Proj #: Architect / Plan # *Site Address: Items with * are re•uired. Description of Problem: Mailing Address: Billing Address: Hodge engineering inc. Please complete the information below, sign this request form, and fax to: Hodge Engineering at 253 - 857 -7599 Client Request for Engineering Support i ient n orma tion;t.; DOAK HOMES INC. *Phone: Fax: 8.0010 Mobile: Email Address: 4WP j ectjlnform at ion Form of Payment nCredit Card - Letter by Fax and /or Hard Copy By Mail (Pick Up - C.O.D. I authorize the above requested work and associated charges. Client Signature (ok to start Work): Client Name (please print): Hodge use only 2601 Jahn Ave NW Suite Al Gig Harbor, WA 98335 Tel: 253 - 857 -7055 Fax: 253 - 857 -7599 www.hodqeenqineering.com 07 -02 -2009 DARRYL DOAK JR 11812 26 AV SW BURIEN WA 98146 City of f Tukwila RE: Permit Application No. D08 -422 12211 50 AV S TUKW Dear Permit Applicant: Department of Community Development Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 09/05/2008, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and /or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Your permit application will expire on 08/31/2009. If you still plan to pursue your project, a written request for extension of your application must be submitted 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 application. If it is determined that an extension is granted, your application will be extended for an addtional 90 days from the expiration date and you will be notified by mail. In the event that we do not receive your written request for extension or request was denied, your permit application will expire, become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, 7 Bill Rambo Permit Technician File: Permit File No. D08 -422 Jim Haggerton, Mayor 6300 .SnvthcPnter Rnulevard..Snite #100 • Tukwila. Wa.chinvtnn OR1RR o Phnnn• 20iS_4V -U70 • Fay- 20/S_d ?1 -V ti March 5, 2009 Darryl Doak JR Doak Homes Inc 11812 26 Ave SW Burien, WA 98164 Dear Mr. Doak: Sincerely, fifer Marshall it Technician Department of Community Development Jack Pace, Director RE: Request for Permit Application Extension Development Permit Application No. D08 -422 Mechanical Permit Application No. M08 -221 Plumbing /Gas Piping Application No. PG08 -242 Doak Homes, Lot B —12211 50 Av S This letter is in response to your written request for an extension to Permit Application Numbers D08 -422, M08 -221, and PG08 -242. The Building Official has reviewed your letter and considered your request to extend the above referenced permit applications. The City of Tukwila Building Division will be extending the expiration date of your permit applications for an additional 180 days from the original application expiration date, through August 31, 2009 as requested. If you should have any questions, please contact our office at (206) 431 -3670. File: Permit No. D08 -422, M08 -221, & PG08 -242 P:\Permit Center\Extension Letters'Pem➢t Applications \2008\D08 -022+ Application Extension.doc jem Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 a Phone: 206 - 431 -3670 0 Fax: 206 - 431 -3665 To Whom it may concern, I would like to request an extension on the following permits, due to a shortage of funds leading to the inability to pick up all permits at the same time. We do intend to pick up one of the four building permits and associated mechanical, public works, and traffic concurrency currently waiting to be picked up. But would like an extension to give us additional time to come up with the money for these specific permits spelled out below. 12211 50" Ave S Tukwila, WA 98168 D08 -422 PG-08 -242 M08 -221 12219 50th Ave S Tukwila, WA 98168 D08 -423 PG08 -243 M08 -222 12223 50`h Ave S Tukwila, WA 98168 D08 -424 PGO8 -244 M08 -223 C09 -002 Thank you very much for any assistance and feel free to contact me if you have any questions about our request. '1 Da ►. •,,,- JR Project Manager Doak Homes INC 206 - 403 -3611 February 26, 2009 op tA FEB 26 2009 P a l m a c o m a . K, 4) e�,u.o1 . Thmt464,11-6zautici.t4 ilf) dolt 1444 3/209 4, O*�l1 �+ o$I 1 02 -02 -2009 DARRYL DOAK JR 11812 26 AV SW BURIEN WA 98146 RE: Permit Application No. D08 -422 12211 50 AV S TUKW Dear Permit Applicant: In reviewing our current permit application files, it appears that your permit application applied for on 09/05/2008 , has not been issued by the City of Tukwila Permit Center. Per the International Building Code and/or the International Mechanical Code, every permit application not issued within 180 days from the date of application shall expire by limitation and become null and void. Your permit application expires on 03/04/2009 . If you choose to pursue your project, a written request for extension of your application addressed to the Building Official, demonstrating justifiable cause, will need to be received at the Permit Center prior to your expiration date of 03/04/2009. If it is determined that an extension is granted, your application will be extended for an additional 90 days from the expiration date. In the event we do not receive your written request for extension, your permit application will become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, e Ter Marshall 't Technician xc: Permit File No. D08 -422 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 • September 22, 2008 Darryl Doak Jr 11812 — 26 Avenue SW Burien, WA 98146 RE: CORRECTION LETTER #1 Development Application Number D08 -422 Doak Homes Inc — Lot B — 12211 — 50 Avenue S Dear Mr. Doak: 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, Planning and Public Works Departments. At this time, the Fire Department has no comments. Building Department: Allen Johannessen at 206 - 433 -7163 if you have questions regarding the attached comments. Planning Department: Brandon Miles at 206 - 431 -3684 if you have questions regarding the attached comments. Public Works Department: Dave McPherson at 206 - 431 -2448 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. If you have any questions, please contact me at (206) 431 -3670. Brenda Holt Permit Coordinator encl File No. D08 -422 • Department of Community Development P:\Permit Center \Correction Letters\2008\D08 -422 Correction Ltr # 1.DOC wer Jim Haggerton, Mayor Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 a Tukwila, Washington 98188 0 Phone: 206 - 431 -3670 0 Fax: 206 - 431 -3665 i t Building Division Review Memo • • Date: September 12, 2008 Project Name: Doak Homes MC, Lot B Permit #: D08 -422 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. On the plan set cover sheet, provide the relative building code references to show plan design conforms to current international and local jurisdiction codes i.e. 2006 IRC -IBC, 2006 WSEC climate zone 1 & WSVIAQC, 2006 UPC etc. 2. Sheet A -4 footing table's reference 3000 psi concrete. 3000 psi concrete shall require special inspections. Revise the notes to show special inspection requirements or show concrete maximum strength at 2500 lb concrete. (IRC R402.2, Table R402.2 & IBC 1704.4) 3. Foundation plan shows generic tables for footing sizes. Provide actual footing and pad sizes for this building that is specific for soils bearing strength for this area or the sites location. (IRC Section R401) 4. Sheet A -5 beam sizes are shown as "BBO" (Beam by others). Remove notes and provide actual beam sizes. Specify hardware and materials sizes. Note: since these appear to be generic plans, the design and specifications shall be specifically identified for all construction materials, hardware and energy . codes relative to the local jurisdiction and current building codes. 5. Provide specific sizes for foundation sill plate anchor bolt plate washers (1/4" X 3" x 3 ") with hardware and fasteners specified for all related foundation or building construction. (R602.11.1) 6. Typical wall section on A -3 specifies sheer wall schedule for sheathing requirements. A sheer wall schedule has not been provided. Provide engineering with a sheer wall schedule or provide prescriptive reference tables or notes to identify panel nailing per code. In addition, all brace walls or sheer walls shall be identified on the plans. Provide details for any alternate braced panel designs. (IRC Chapter 6) Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. r DATE: CONTACT: RE: ADDRESS: ZONING: September 19, 2008 Darryl Doak Jr. D08 -421, 422, 423 Not Assigned LDR PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. The application as submitted is incomplete. 1. Prior to issuance of the building permits the pending Lot Consolidation application needs to be recorded within King County and the final drawing, with recording number needs to be provided to the City. DATE: September 22, 2008 'CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS 4. Verify Public Works permit fee estimate sheet - enclosed. PROJECT: Doak — SFR (Lots A & B) 12209 & 12211 — 50 Ave. South TL nos. — 017900 -1755 PERMIT NOs: D08 -421 / D08 -422 Permits D08 -421 & D08 -422 are Approved by Public Works. The following shall be addressed prior to issuing permit (or) prior to Public Works final — as applicable. PLAN REVIEWER: Contact David McPherson at (206) 431 -2448, if you have any questions /comments regarding the following comments. 1. Provide a draft copy of the Private 10' Easement for Side Sewer, Utilities and Drainage (over the East 10' of Lots A & B). The easement should include language stating who will maintain the utilities, and by what portion. 2. Owner to sign with Notary a Joint Side Sewer & Hold Harmless Agreement, for the two (2) houses (on Lots A & B) to share one (1) side sewer. Public Works will prepare document for signature. 3. Owner /Applicant to complete a Traffic Concurrency Certificate Application for Lots A & B — see enclosed. 5. Lots are within Allentown Flood — Prone Area. Owner to complete a Flood Control Elevation Certificate as part of each Building Permit. See Public Works Bulletin A8, elevation certificate form, and sample certificate — enclosed. September 11, 2008 Darryl Doak Jr 11812 - 26 Avenue SW Burien, WA 98146 Dear Mr. Doak: Sincerely, 4 ) - 1 4 441e- 0 194- Brenda Holt, Permit Coordinator • epartment of Community Development Jack Pace, Director Subject: Doak Homes - Lot B D08 -422, M08 -221 and PG08 -242 Your permit application received on September 5, 2008 for the construction of a new single family residence proposed in the 12200 block on 50 Avenue S, Tukwila, Washington is considered complete on September 11, 2008 for the purposes of meeting settlement agreement dated July 2, 2008. This determination of complete application does not preclude the ability of the City to require that you submit additional plans or information, if in our estimation such information is necessary to ensure the project meets the substantive requirements of the City or to complete the review process. This notice of complete application applies only to the permits identified above. It is your responsibility to apply for and obtain all necessary permits issued by other agencies. If you should have any questions, please contact me at (206) 431 -3670. Xc: Permit File No. D08 -422, M08-221 and PG08 -242 H:\Notice Application- Decision\D08 -422 - Notice of Complete Application.DOC bh NOTICE OF COMPLETE APPLICATION Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 a Fax: 206-431-3665 DEPARTMENTS: U B I: ing ision Public Works Complete Comments: TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: Approved Notation: n REVIEWER'S INITIALS: Documents /routing slip.doc 2 -28 -02 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D08 -422 DATE: 01 -08 -09 PROJECT NAME: DOAK HOMES INC - LOT B SITE ADDRESS: 12211 50 AVE S Original Plan Submittal _ Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued d APPROVALS OR CORRECTIONS: Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: Structural Review Required Approved with Conditions Fire Prevention n ❑ Permit Coordinator DUE DATE: 01 -13-09 No further Review Required DATE: n DATE: PI nning Division IN Not Applicable u DUE DATE: 02 -10-09 Not Approved (attach comments) n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D08 -422 DATE: 09 -05 -08 PROJECT NAME: DOAK HOMES INC, LOT B SITE ADDRESS: 122:11. 50 AV S X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # after Permit Issued DEPARTMENTS: l 4 Bui i.).n g � ivision Complete Comments: Documents/routing slip.doc 2 -28 -02 PERMIT COORD COPY � PLAN REVIEW /ROUTING SLIP ill 4 13 Fire Prevention public Works Structural - )11,1/4 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete n Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUT G: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: n No further Review Required DATE: DATE: Aovia q,-- Planning Division LA j Permit Coordinator DUE DATE: 09-09-08 Not Applicable n DUE DATE: 10-03-08 Approved Approved with Conditions Not Approved (attach comments) r/ Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: -Z1 -0 0 Departments issued corrections: Bldg [+� Fire ❑ Ping PW ❑ Staff Initials: G v City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: i — d Plan Check/Permit Number: DO8 -422 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: DOAK HOMES INC — LOT B Project Address: 12211 — 50 Avenue S Contact Person: Darryl Doak Jr Phone Number: 2‘ 4107 3 W Summary of Revision: p -1— �n-r .Do \ al °-1 q ; ne at ✓L Dtfjcitikl i vuiS -- et"' - -414e_ /louse_ G IBS o c eA9 e-55 mil-( ,,e..6 h ot.l (€ Ivt, iet rns So fio vi !-ot ., / e re.cora 04 ,fin Iii C. S ► r ra5einit&M `Cb G Vl 5 \ YAN 1 tk t5 Pm0 d.roc. i flat, - 4)A / (viOk wNkS . Sl ()eo. hoV A oan fezS aC / Mal . ` 1,* " 1 Try, c o n cvrre lcu CM 14r6'611 i-Ador(c C (f or e ivet{ c.+f- ks �( s e looks co rre Sheet Number(s): Received at the City of Tukwila Permit Center by: J— Entered in Permits Plus on - 8 \applications \forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: "Cloud" or highlight all areas of revision including date of revisio RECEIVED CITY OF TUKWILA 1 JAN 0 8 2009 r / / PERMIT CENTER Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 4 CBIC SC9910 08/01/2001 Until Cancelled $12,000.00 7/7/2003 $12,000.0008/01 /2001 3 CBIC SC9910 08/01/200008/01 /2001 $6,000.00 08/24/2007 2 OLD REPUBLIC SURETY YLI226912 08/01/1994 Until Cancelled 08/01/2000 $6,000.00 1 STATE FARM FIRE Et CASUALTY CO 98055095608/01/1991 08/01/1994 $6,000.00 Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 18 NAVIGATORS SPEC INS CO SE07CGL00934601 /26/200808/26/2009 9/25/1990 $12,000.00 7/7/2003 $1,000,000.00 08/21/2008 17 NAVIGATORS SPEC INS CO SE07CGL00934600 08/26/2007 08/26/2008 $1,000,000.00 08/24/2007 Savings Assignment of Savings Account Number Effective Date Release Date Assignment Type Impaired Date Amount Received Date 1 07/07/2003 07/09/2003 Bond 9/25/1990 $12,000.00 7/7/2003 License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status DOAKH "10605 HOMES HOMES CONSTRUCTION CONTRACTOR GENERAL UNUSED 9/25/1990 8/1/1991 ARCHIVED Name Role Effective Date Expiration Date DOAK, DARRYL E SR 01/01/1980 DOAK, ESTRELLA M 01/01/1980 Untitled Page General /Specialty Contractor A business registered as a construction contractor with Lal 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. Business and Licensing Information Name Phone Address Suite /Apt. City State Zip County Business Type Parent Company DOAK HOMES INC 2062466587 11812 26TH AVE SW SEATTLE WA 98146 KING Corporation UBI No. 601329337 Status ACTIVE License No. DOAKHI*092NZ License Type CONSTRUCTION CONTRACTOR Effective Date 8/9/1991 Expiration Date 8/13/2009 Suspend Date Specialty 1 GENERAL Specialty 2 UNUSED Other Associated Licenses Business Owner Information • Bond Information I Assignment of Savings Information Insurance Information Page 1 of 2 https: // fortress .wa.gov /lni/bbip /Detail.aspx 07/21/2009 f Return Address: City Of Tukwila City Clerk 6200 Southcenter Boulevard Tukwila, WA 98188 Above this line reserved for recording information. Reference # (if applicable): N/A Grantor: Doak Homes, Inc. Grantee: Doak Homes, Inc. Beneficiary: City of Tukwila Legal Description/STR: Portion of NE 1/4 of the SE '/4, Sec. 10, T23N, R4E, W.M. Assessor's Tax Parcel ID Nos: 017900 -1755 / 017900 -1756 LEGAL DESCRIPTIONS SANITARY SEWER AGREEMENT Joint Side Sewer & Hold Harmless Agreement (L08 -042) Parcel 1 Lot 41 and the North half of Lot 40, Block 8, Allentown Addition to the City of Seattle, according to the plat thereof recorded in volume 12 of plats, page 100, records of King County, Washington; a.k.a. Lot A of City of Tukwila short plat no. L08 -042. Parcel 2 Lot 39 and the South half of Lot 40, Block 8, Allentown Addition to the City of Seattle, according to the plat thereof recorded in volume 12 of plats, page 100, records of King County, Washington; a.k.a. Lot B of City of Tukwila short plat no. L08 -042. Joint Sanitary Side Sewer Agreement Page 1 of 5 This Agreement made and entered into this day of , 2009, by and between the GRANTOR, Doak Homes, Inc., a Washington State Corporation, owner of Parcel 1, and the GRANTEE, Doak Homes, Inc., a Washington State Corporation, owner of the Parcel 2 and their heirs, successors and assigns. Hereinafter referred to as the GRANTOR and the GRANTEE respectively. WHEREAS, the GRANTOR and GRANTEE have requested a variance to Tukwila City Code 14.12.150, for the establishment of a single side sewer to service two buildings; and WHEREAS, the City of Tukwila has granted this variance conditioned upon the recording of a joint side sewer and hold harmless agreement between the GRANTOR and the GRANTEE, owners of Parcels 1 and 2 as described above; and WHEREAS, Parcel 1 and Parcel 2 share a common side sewer located within the City Right -of -Way of 50 Ave. South, and WHEREAS, Parcel 1 and 2, have the potential to impact the flow of wastewater from the structures located upon both parcels, such that damages may result to either parcel from the other. The GRANTOR and the GRANTEE do hereby agree as follows: JOINT SIDE SEWER The GRANTOR and the GRANTEE shall be solely responsible for the maintenance and repair of the sewer line running from the structures on their parcels to the joint hookup connection, located within the City Right -of -Way of 50th Ave. South. Site location map with sketch of sanitary side sewer location attached as Exhibit `A', and incorporated herein by this reference. Both the GRANTOR and the GRANTEE shall be jointly responsible on an equal 50/50 basis for the maintenance, operation, and repair of the shared side sewer lateral that extends sewer service from the City of Tukwila's sanitary sewer main to and including the joint hookup connection of the two parcels' private side sewers. Both the GRANTOR and the GRANTEE shall be jointly responsible on an equal 50/50 basis for damages that may occur upon said properties due to improper maintenance, operation or repair of the shared side sewer lateral that extends sewer service from the City of Tukwila's sanitary sewer main to and including the joint hookup connection of the two parcels' private side sewers. Joint Sanitary Side Sewer Agreement Page 2 of 5 1 The GRANTEE and the GRANTOR shall have the right to establish a backwater valve upon their private individual side sewer to protect against sewage backups. This Section is an appurtenant to this Agreement and shall run with the land; and the terms thereof shall be for the benefit of the GRANTEE, GRANTOR, their heirs, successors and assigns, and shall be binding upon, GRANTEE, GRANTOR, their heirs, successors and assigns. HOLD HARMLESS The GRANTEE, GRANTOR agrees to hold harmless, indemnify and defend the CITY OF TUKWILA, its officials, members, employees, and agents from all liabilities, penalties, costs, losses, damages, expenses, causes of action, claims, demands, or judgments, including reasonable attorney's fees, arising from or in any way connected with any claim or cause of action including, without limitation, the properties to the fullest extent permitted by law. Furthermore, GRANTEE, GRANTOR agree to indemnify, hold harmless and defend the CITY OF TUKWILA from and against any liabilities, penalties, costs, losses, damages, expenses, causes of action, claims demands or judgments, including, reasonable attorney's fees, arising from or relating to any third party claim which challenges GRANTEE'S and GRANTOR'S right to execute and deliver this Agreement. THIS AGREEMENT is given without cash consideration, and is for the purpose of legally establishing an understanding for the use of a single side sewer to serve two parcels. THIS AGREEMENT shall be a covenant running with the above - described real properties and burden said real estate, and shall be binding on the successors, heirs and assigns of all parties hereto. Joint Sanitary Side Sewer Agreement Page 3 of 5 IN WIT SS WHEREOF, said individual have caused this instrument to be executed this & day of -� , 2009. STATE OF WASHINGTON) )ss. County of King ) Dated lo 70 10 vki Joint Sanitary Side Sewer Agreement ant s G / Property Owner I certify that I know or have satisfactory evidence that ?)Cu< , is the person who appeared before me, and said pers n acknowled that he signed this instrument, on oath stated that was authorized to executhe instrument and acknowledged it as the e)10ii, of 1NL , a corporation, to be the free and voluntary act of such p y for the uses and purposes mentioned in this instrument. ,c„,o, Page 4 of 5 44,6014- 1/LS Notary Public i and for the State of Washington residing at 7t (,vi lei A My appointment expires Id 11 / I Joint Sanitary Side Sewer Agreement EXHIBIT `A' SITE MAP WITH DEPICTION OF JOINT SANITARY SIDE SEWER LOCATION Page 5 of 5 iQ i ma) m Ep = rn -'0 m A A 1- A E b 1M N - Op O O z y Nrn m -n t- r 3 z 11 v o f E rn L7 or E o 0 D � -+ N 0 UI rn cn SINK w/ 4/0x2 w 1 c 3 r E8 m C') m Plan: 2383 -6 -R Job #: N/A Date: 12 -30 -07 Revision Date: N/A Drawn By: DLR Phone: 1- 877- Rueppell - C) m m m cm �v 31 OII 15' -2" 9I - All 2'-7 3 Ho y 48' - O" 1 ed met g °1. g ni D esigN Copyright CD 2006, Rueppell, Inc. w LO THESE PLANS HAVE BEEN LICENSED TO THE CUSTOMER FOR THE USE IN CONSTRUCTION OF ONE BUILDING ONLY AND ARE SUBJECT TO THE CONDITIONS OF LICENSE ACCEPTED BY THE CUSTOMER. USE OF ANY PART OF THE PLANS BY ANY PARTY OTHERTHAN THE CUSTOMER, EXCEPT ON LOAN BY THE CUSTOMER TO THIRD PARTIES NECESSARY TO ASSIST THE CUSTOMER IN USING THE PLANS, SUCH AS CONTRACTORS AND SUBCONTRACTORS, IS STRICTLY PROHIBITED. THE PLANS MAY NOT BE RE -USED OR COPIED, IN WHOLE OR IN PART, WITHOUT WRITTEN PERMISSION FROM RUEPPELL, INC. WHICH RETAINS COPYRIGHTS TO, & OWNERSHIP OF THE PLANS. UNAUTHORIZED USE OR COPYING OF THESE PLANS, OR THE DESIGN THEY DEPICT, INFRINGES RIGHTS UNDER THE COPYRIGHT ACT. INFRINGES FACE LIABILITIES THAT INCLUDE PENALTIES OF UP TO $20,000 PER WORK INFRINGES, AND UP TO $100,000 PER WORK INFRINGED WILLFULLY. A GENERAL NOTE AND SPECIFICATIONS SHEET IS ALWAYS AN INTEGRAL PART OF THESE DRAWINGS AND GENERALLY THE LAST SHEET OF THE SET. 0 A N N 0 RUEPPELL, INC. PREPARES ITS PLANS CAREFULLY FOR THE USE OF ITS CUSTOMERS. HOWEVER, ADAPTATION OF THE PLANS TO MEET SPECIFIC STATE AND LOCAL BUILDING CODES AND REGULATIONS, AND SPECIFIC CONDITIONS, IS THE RESPONSIBILITY OF THE CONTRACTOR. IN ADDITION, RUEPPELL, INC. WILL NOT BE RESPONSIBLE FOR ANY DAMAGES RELATING TO THE ACCURACY AND OVERALL INTEGRITY OF THE PLANS IN EXCESS OF THE LICENSE PAID FOR THEIR USE. THE CONTRACTOR, THEREFORE, MUST CAREFULLY INSPECT ALL DIMENSIONS AND DETAILS IN THE PLANS FOR ERRORS OR OMISSIONS. ILLUMNATION NOTES: PER !RC SECTION 303k, R3I15 T ALL NTERIOR AND EXTERIOR STAIRWAYS SHALL BE PROVIDED UTH A MEANS TO ILLUMINATE THE STAIR INCLUDING LANDINGS 41READS. INTERIOR STAIRWAYS 8F44LL I3E PROVIDED WITH AN ARTPICIAL LIGHT SOURCE LOCATED N TFE IMMEDIATE V1CNI1Y OF T1 E LANDING OF THE STAIRWAY. EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH A LIGHT SOURCE LOCATED N THE MEDIATE VICINITY OF THE TOP CF 114E LANDING of THE STAIRWAY. LIGHTING CONTROLS SHALL BE ACCESSIBLE AT TEE TOP i BOTTOM OF EACH STAIRWAY WITHOUT 1R4VER91143 ANY STEPS. NOTES: 4 OR MORE RISERS TO HAVE AT LEAST ONE HANDRAIL MINING CONTINUOUS 114R000H FULL LENG11•I OF STAIR 34' MN. HT, 3S' MAX HT. END SHALL RETURN TO WALL. OR NEWEL POST OR VOLUTE. HANDRAIL MUST BE STRONG ENOUGH TO RESIST A 200 LB. PT. LOAD N ANY DIRECTION. 4' mess SHALL HANDRAIL Ot LEAST ate SIDE OF STAIR 4' . - SHALL • PASS HANDGRIP PORTION CF HANDRAILS NOT PASS — THRpGH sHALL HAVE CIRCULAR LAR CROSS seam /// A MN. RADIUS CF ALL REQUIRED GUARDRAILS TO I3E 36' m Ee3 ' MAX RISER Ht 10" IN. TREAD DEPTH ' SP1 -ERE UNABLE TO PASS THROUGH MINING 2/4-3 GUARD 4 STAIR REQUIREMENTS HANDRAIL TO EE PRESENT GN ON AT LEAST ONE SIDE OF STAIR HANPGRIP PORTION OF HANDRAILS SHALL HAVE CIRCULAR CROSS SECTION OF 14' MIN. 4 2 MAX. EDGES SHAD. HAVE A MN. RADIUS CF tE'. ALL REQUIRED GUARDRAILS TO BE 36' MIN. N 1-EIGHT. NOSING MA' MAX I L ' REQUIRED a4 STAIRS W/ SOLID RISK 3 4' PLYWOOD PLR SHEATHING JOIST 2x6 CRIPPLE STUDS •16'0% 1418210 -2 HANGER (3) 2x12 STRINGERS (MN) 3 4 1 TREAD AND RISER 2/4 -3 STAIR AT FLOOR CONNECTIONS s4' TREAD AND RISER (3) 2x12 STR•GERB 2x4 NAILER 3/4' FLOOR SHT1G JOIST OR ELK JOISTS •16' 3/4-3 STAIR AT WOOD FLOOR CONN. 3 4' TREAD AND RISER (3) 2x12 STRINGERS (MID) 3 4' PLYWOOD LANDING 814TYs DBL. JOIST JS1.•16' 4/A -3 STAIR AT LANDING CONN. TYPICAL INSULATION SCHEDULE INSULATION PER WSEC REQUIREMENTS AREA WALLS FLOORS CEILINGS BASEMENT WALLS CRAWL SPACE WALLS PRESCRIPTIVE R -21 R -30 R -38 R -10 R -19 " DRYWALL 2x STUDS m 16" o/c " DRYWALL SECURE SHAPED 2x10 SPACER TO 2x4 CLEATS WITH (5) -I6d NAILS SHAPED 2x10 SPACERS WILL BE CUT TO* INSURE A TIGHT FIT TO WATER HEATER WATER HEATER STRAPS WILL RESIST* LATERAL FORCES EQUAL TO 100% OF GRAVITY LOADING GARAGE FINISH FLOOR WATER NEATER 2x4 CLEAT SEISMIC STRAPPING PER - MANUFACTURERS SPECIFICATIONS VENT FLUE UP THRU ROOF T1 I PLATFORM MUST BE ANCHORED TO WALL MIN. I /2" DRYWALL 2x STUDS 9 16" O/c 2x4 CLEAT 2x4 CLEAT TYPICAL UJATER HEATER DETAIL 38888 I N m FILTER FABR C,,,> WASHED ROCK ,,,>' 4 PERFORATED PIPE?, TYPICAL UJAL , SECTIO PRESIDENTIAL COMP. (SEE ROOF PLAN) 30 FELT EA. COURSE SEE SHEAR WALL SCHEDULE FOR SHEATHING.REQ..,., MANUFACTURED TRUSSES (OR 2XRAFTERS 4 CLG. JSTS.) R -38 ELEC. RESIST. INSULATION 13LOWN -1 R -30 ELEC. RESIST.,: AT SINGLE RAFTER / VAULT 1/2" GYPSUM BD. CEILING;' NSUL BAFFLE ID..EAVE VENTS 2X SOLID BLK'G W/ 2 "X12" SCREENED VENTS0 6' O.C. G.I. GUTTER ON 5/4 FASCIA IM JOISTS FLOOR 3/4" TAG SUB FLOOR FL. JOISTS.(SEt PLAN) ' GYPSUM S CEILING FLOOR FINISH 14n T* SUB FLOOR FL. JOISTS (SEE PLAN) R -30 ELEC. RESIST. INSULATION )AT CRAWLSPACE 6 MIL BLACK " VISQUEEN 2X6 P.T. MUDSILL WITI4 5 /8 "0 " O.C. A T NON -SWEAR WALLS: U.N.O. (SEE SHEAR WALL SCHEDULE' FOR ALL OTHERS) (MIN. OF 2'1 PLATE. 4 WIN 12" OF ANY. CORNER) MIN I' EMBEDI1ENT SIDING (SEE EL 15 BLDG :PAPER (OR TYVEK) SEESHEAR WALL SCHEDULE FOR SHEATHING-REQ. 2X6 `STUDS 6 16" O.C. R- 21ELEC. RESIST. AT EXT. WALLS " SD. 4x HEADER PER PLAN. 2x WD. BLOCKING (TYP.) (2) lx BENDER BOARDS GLUED AND NAILED. r-- (2) Ix PLYWOOD (TYP) 2x STUDS S UFSFLOOR S /A -3 A PICAL ARCH DETAIL 1' -2" 3/4" PLYWOOD 1/4" PLYWOOD BACK 3/4" ADJUSTABLE PLYWD. SHELVES W/ HARDWOOD ':EDGES (TYP.) RECESSED ADJUSTABLE SHELFSTANDARD (TYP.) 1 7 .- 7 ---- PLASTIC LAMINATE ON ' 3/4" " PLYWOOD 3/4" PLYWOOD PLASTIC LAMINATE 3/4" PLYUXJOD OUTLINE OF SINK WHERE C)CCURS 3/4" ADJUSTABLE PLYWD. SHELVES W/ HARDWOOD EDGES (TYP.) PLASTIC LAMINATE ON 3/4" PLYWOOD RECESSED ADJUSTABLE SHELF STANDARD (TYP) 1/4" PLYWOOD BACK 3/4" PLYWOOD RESILIENT BASE 2X WD. BLOCKING (TYP.) TYPICAL SASE CABINET D ETAIL _ r 1' -3 11 FIREPLACE DIRECT VENT GAS ZERO CLEARANCE VTO. 3 3 ELEVATION 1' -9" 0 14ALP ROUND SECTION A 1/A -3 TYPICAL GAS FIREPLACE DETAIL NTOPOF r BOTTOM OF ARCH ao m SILL DEPTHrr PLAN OPTIONAL RECESSED CAN LIGHT — MOULDING FINISHED A CROWN DRYWALL peR PLAN (II") INISHED WOOD LAMINATE 3/4" PLYWOOD SILL 2x SILL NAILER 3" FINISHED WOOD CROWN MOULDING 8" FLOOR BASE F F 14•R - 3/4" T4G PLYWOOD SUBFLOO 8/4-3 TYPICAL ART NICI -4E DETAIL II -1/8" ENG. JOISTS 6 16" O.C. SPACE VISQUEEN ARRIER FINISHED FLOOR ON @b COViii09 JAN : - 2S orie la IA RECEIVED CITY OF TUKWI SEP 0 5 20 PERMIT CEN 1 /4" =1' -0" • LA 8 ER z O w = X 0 W I- a O ¢ N z �¢ �oO wNUfL Nw�S 33 ° z3 Q 3 >ZD¢ Z = N Q ( z z,5¢ 6,0-0 z Q z O >m O z z o ▪ aw 7 = 0 ¢ z w 0 U o d VD' w)- 0, c0 w z fnrnw Q " _ Q� =o0 cc w_ z cc ¢ w� w w w z d O 00z W w p 0 >om 0 0 z a wLU _J¢ J w U U z m w W W > J O ¢ z N O - O w a gzmca W twio oU0 =ozaa U O w LL Z 0 F- 5 cc 0 0 z w z w X a l- Ili Z w � z F- ~ W = H z SLL O F-J 0 m w O z z z Z Z _ w O O J <W a ¢ w Qw >Q ¢wzw Q 0 W z 0 - o 4�J g Z U U Z U W w8 U W < H U O w O j y Z LL <5 0";¢W wz( m 0 w 7 14 0 1- 1 7 w o O O Z i o Q� N w ZS 8 ((COZ W 0 9 N Q F- - J w F LE LI cc Q U J Z LL • w o = ° O ¢ z Q aW U U N z z z O J - N J U O W U W J w LL w a U a = 0 w w w • ¢ ¢0¢ow w LL w z z • . zo aw 02 U E O 3 w a 0 0 a 00 0- Z z a U ▪ Z a Q O = Z Z LL O 0 0 = 3 -W ¢a 0 0 Z Q a0 wlL 2 7 F 0 w 0 Z J O a • W ¢ o 0 LL, z - O w N Er" w = ~ z ¢ 7 J m < M I ` r) 00 0 N- CY) O 0 O 00 N Q co . . z N m C I CJ c % a1 -D Q c o [ A -3 ] E34T1 -I - HALL _ KITCHEN _ 0 - I 0 FINISHED FLOOR , ( COMPUTER G Er4T R` 1. STATION 3 /4" T4G PLYW'D �_,) _ _ ( BEYOND r 2x6" S1UDS a 16" O.C. 1/16" 065 SHEATHING W/ VAPOR BARRIER - ILLUMNATION NOTES: PER !RC SECTION 303k, R3I15 T ALL NTERIOR AND EXTERIOR STAIRWAYS SHALL BE PROVIDED UTH A MEANS TO ILLUMINATE THE STAIR INCLUDING LANDINGS 41READS. INTERIOR STAIRWAYS 8F44LL I3E PROVIDED WITH AN ARTPICIAL LIGHT SOURCE LOCATED N TFE IMMEDIATE V1CNI1Y OF T1 E LANDING OF THE STAIRWAY. EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH A LIGHT SOURCE LOCATED N THE MEDIATE VICINITY OF THE TOP CF 114E LANDING of THE STAIRWAY. LIGHTING CONTROLS SHALL BE ACCESSIBLE AT TEE TOP i BOTTOM OF EACH STAIRWAY WITHOUT 1R4VER91143 ANY STEPS. NOTES: 4 OR MORE RISERS TO HAVE AT LEAST ONE HANDRAIL MINING CONTINUOUS 114R000H FULL LENG11•I OF STAIR 34' MN. HT, 3S' MAX HT. END SHALL RETURN TO WALL. OR NEWEL POST OR VOLUTE. HANDRAIL MUST BE STRONG ENOUGH TO RESIST A 200 LB. PT. LOAD N ANY DIRECTION. 4' mess SHALL HANDRAIL Ot LEAST ate SIDE OF STAIR 4' . - SHALL • PASS HANDGRIP PORTION CF HANDRAILS NOT PASS — THRpGH sHALL HAVE CIRCULAR LAR CROSS seam /// A MN. RADIUS CF ALL REQUIRED GUARDRAILS TO I3E 36' m Ee3 ' MAX RISER Ht 10" IN. TREAD DEPTH ' SP1 -ERE UNABLE TO PASS THROUGH MINING 2/4-3 GUARD 4 STAIR REQUIREMENTS HANDRAIL TO EE PRESENT GN ON AT LEAST ONE SIDE OF STAIR HANPGRIP PORTION OF HANDRAILS SHALL HAVE CIRCULAR CROSS SECTION OF 14' MIN. 4 2 MAX. EDGES SHAD. HAVE A MN. RADIUS CF tE'. ALL REQUIRED GUARDRAILS TO BE 36' MIN. N 1-EIGHT. NOSING MA' MAX I L ' REQUIRED a4 STAIRS W/ SOLID RISK 3 4' PLYWOOD PLR SHEATHING JOIST 2x6 CRIPPLE STUDS •16'0% 1418210 -2 HANGER (3) 2x12 STRINGERS (MN) 3 4 1 TREAD AND RISER 2/4 -3 STAIR AT FLOOR CONNECTIONS s4' TREAD AND RISER (3) 2x12 STR•GERB 2x4 NAILER 3/4' FLOOR SHT1G JOIST OR ELK JOISTS •16' 3/4-3 STAIR AT WOOD FLOOR CONN. 3 4' TREAD AND RISER (3) 2x12 STRINGERS (MID) 3 4' PLYWOOD LANDING 814TYs DBL. JOIST JS1.•16' 4/A -3 STAIR AT LANDING CONN. TYPICAL INSULATION SCHEDULE INSULATION PER WSEC REQUIREMENTS AREA WALLS FLOORS CEILINGS BASEMENT WALLS CRAWL SPACE WALLS PRESCRIPTIVE R -21 R -30 R -38 R -10 R -19 " DRYWALL 2x STUDS m 16" o/c " DRYWALL SECURE SHAPED 2x10 SPACER TO 2x4 CLEATS WITH (5) -I6d NAILS SHAPED 2x10 SPACERS WILL BE CUT TO* INSURE A TIGHT FIT TO WATER HEATER WATER HEATER STRAPS WILL RESIST* LATERAL FORCES EQUAL TO 100% OF GRAVITY LOADING GARAGE FINISH FLOOR WATER NEATER 2x4 CLEAT SEISMIC STRAPPING PER - MANUFACTURERS SPECIFICATIONS VENT FLUE UP THRU ROOF T1 I PLATFORM MUST BE ANCHORED TO WALL MIN. I /2" DRYWALL 2x STUDS 9 16" O/c 2x4 CLEAT 2x4 CLEAT TYPICAL UJATER HEATER DETAIL 38888 I N m FILTER FABR C,,,> WASHED ROCK ,,,>' 4 PERFORATED PIPE?, TYPICAL UJAL , SECTIO PRESIDENTIAL COMP. (SEE ROOF PLAN) 30 FELT EA. COURSE SEE SHEAR WALL SCHEDULE FOR SHEATHING.REQ..,., MANUFACTURED TRUSSES (OR 2XRAFTERS 4 CLG. JSTS.) R -38 ELEC. RESIST. INSULATION 13LOWN -1 R -30 ELEC. RESIST.,: AT SINGLE RAFTER / VAULT 1/2" GYPSUM BD. CEILING;' NSUL BAFFLE ID..EAVE VENTS 2X SOLID BLK'G W/ 2 "X12" SCREENED VENTS0 6' O.C. G.I. GUTTER ON 5/4 FASCIA IM JOISTS FLOOR 3/4" TAG SUB FLOOR FL. JOISTS.(SEt PLAN) ' GYPSUM S CEILING FLOOR FINISH 14n T* SUB FLOOR FL. JOISTS (SEE PLAN) R -30 ELEC. RESIST. INSULATION )AT CRAWLSPACE 6 MIL BLACK " VISQUEEN 2X6 P.T. MUDSILL WITI4 5 /8 "0 " O.C. A T NON -SWEAR WALLS: U.N.O. (SEE SHEAR WALL SCHEDULE' FOR ALL OTHERS) (MIN. OF 2'1 PLATE. 4 WIN 12" OF ANY. CORNER) MIN I' EMBEDI1ENT SIDING (SEE EL 15 BLDG :PAPER (OR TYVEK) SEESHEAR WALL SCHEDULE FOR SHEATHING-REQ. 2X6 `STUDS 6 16" O.C. R- 21ELEC. RESIST. AT EXT. WALLS " SD. 4x HEADER PER PLAN. 2x WD. BLOCKING (TYP.) (2) lx BENDER BOARDS GLUED AND NAILED. r-- (2) Ix PLYWOOD (TYP) 2x STUDS S UFSFLOOR S /A -3 A PICAL ARCH DETAIL 1' -2" 3/4" PLYWOOD 1/4" PLYWOOD BACK 3/4" ADJUSTABLE PLYWD. SHELVES W/ HARDWOOD ':EDGES (TYP.) RECESSED ADJUSTABLE SHELFSTANDARD (TYP.) 1 7 .- 7 ---- PLASTIC LAMINATE ON ' 3/4" " PLYWOOD 3/4" PLYWOOD PLASTIC LAMINATE 3/4" PLYUXJOD OUTLINE OF SINK WHERE C)CCURS 3/4" ADJUSTABLE PLYWD. SHELVES W/ HARDWOOD EDGES (TYP.) PLASTIC LAMINATE ON 3/4" PLYWOOD RECESSED ADJUSTABLE SHELF STANDARD (TYP) 1/4" PLYWOOD BACK 3/4" PLYWOOD RESILIENT BASE 2X WD. BLOCKING (TYP.) TYPICAL SASE CABINET D ETAIL _ r 1' -3 11 FIREPLACE DIRECT VENT GAS ZERO CLEARANCE VTO. 3 3 ELEVATION 1' -9" 0 14ALP ROUND SECTION A 1/A -3 TYPICAL GAS FIREPLACE DETAIL NTOPOF r BOTTOM OF ARCH ao m SILL DEPTHrr PLAN OPTIONAL RECESSED CAN LIGHT — MOULDING FINISHED A CROWN DRYWALL peR PLAN (II") INISHED WOOD LAMINATE 3/4" PLYWOOD SILL 2x SILL NAILER 3" FINISHED WOOD CROWN MOULDING 8" FLOOR BASE F F 14•R - 3/4" T4G PLYWOOD SUBFLOO 8/4-3 TYPICAL ART NICI -4E DETAIL II -1/8" ENG. JOISTS 6 16" O.C. SPACE VISQUEEN ARRIER FINISHED FLOOR ON @b COViii09 JAN : - 2S orie la IA RECEIVED CITY OF TUKWI SEP 0 5 20 PERMIT CEN 1 /4" =1' -0" • LA 8 ER z O w = X 0 W I- a O ¢ N z �¢ �oO wNUfL Nw�S 33 ° z3 Q 3 >ZD¢ Z = N Q ( z z,5¢ 6,0-0 z Q z O >m O z z o ▪ aw 7 = 0 ¢ z w 0 U o d VD' w)- 0, c0 w z fnrnw Q " _ Q� =o0 cc w_ z cc ¢ w� w w w z d O 00z W w p 0 >om 0 0 z a wLU _J¢ J w U U z m w W W > J O ¢ z N O - O w a gzmca W twio oU0 =ozaa U O w LL Z 0 F- 5 cc 0 0 z w z w X a l- Ili Z w � z F- ~ W = H z SLL O F-J 0 m w O z z z Z Z _ w O O J <W a ¢ w Qw >Q ¢wzw Q 0 W z 0 - o 4�J g Z U U Z U W w8 U W < H U O w O j y Z LL <5 0";¢W wz( m 0 w 7 14 0 1- 1 7 w o O O Z i o Q� N w ZS 8 ((COZ W 0 9 N Q F- - J w F LE LI cc Q U J Z LL • w o = ° O ¢ z Q aW U U N z z z O J - N J U O W U W J w LL w a U a = 0 w w w • ¢ ¢0¢ow w LL w z z • . zo aw 02 U E O 3 w a 0 0 a 00 0- Z z a U ▪ Z a Q O = Z Z LL O 0 0 = 3 -W ¢a 0 0 Z Q a0 wlL 2 7 F 0 w 0 Z J O a • W ¢ o 0 LL, z - O w N Er" w = ~ z ¢ 7 J m < M I ` r) 00 0 N- CY) O 0 O 00 N Q co . . z N m C I CJ c % a1 -D Q c o [ A -3 ] I STORY: 12" 6" 6" 2 STORY: 16" 1" 8" 3 STORY: 24" 8" 10" I STORY: 12" 6" 6" 2 STORY: 16" 1" 8" 3 STORY: 24" 8" 10" I STORY: 12" 6" 6" 2 STORY: 15" 6" 8" 3 STORY: 18" 8" 10" IVORY: 12" 6" 6" 2 STORY: 15" 6" 8" 3 STORY: 18" 8" 10" SILL EDGGE NAILS.* INTO 3" FVC ROOF DRAIN 11511 IIC II MN. FOUNDATION DIMS MIK FaINDATICN DAMS SIIPPGRTNG BRICK VENEER F.G. 2)(6 • 16' O.C. 16d'8+16' (1) 0 4 8AR UPPER 12' 4 CONC. SLAB (3000 F51) OVER 4' GRAN,LAR RU. 0 4 VERTICAL BAR • 48" o% (I) 4 4 BAR NOTE ENGNEERED CONC. WALL REAL IF BACKFILL AGAINST WALL EXCEEDS 48' IN (EIGHT 1/A -4 GARAGE AT SLAB ON GRADE "B" II^Il MIN. FOUNDATION DIMS 11,411 11 11811 �IC1I MN. FOUNDATION DM8 6UPPORTM6 BRICK VENEER EDGE NAILING INTO SILL E 3' � 2X6 • 16" O.C. Ibd'S•16 " O.C. 3/4' TIG S1EFl.00R JOISTS IEEE PLAN) F.G. 3" MN W04 (1) 0 4 BAR UPPER 12" .4 VERTICAL BAR • 48' o/c VAPOR BARRIER OVER EXGVT'D OR FILL GRADE (U '4 BAR ENGlIEERED CONC. IUALL REQ. IF BACIGILL /1 Z.AGAINST LUAU. EXCEEDS 48' N HEIG14T 2/4 -4 STEM UJALLL AT FOUNDATION 3/A -4 • OPT. COL (8EE PLAN) ELOFE (2) 4t EARS CONT. T t B a ;a• '• 30" COLUMN PORCI -I DETAIL E Co 3 4' TtG FLOOR SHEATHING JOISTS FER PLAN SOLID BLOCKNG GIRDER PER PLAN 611P8a4 MI6 OR EQUIV. 4x4 POST (4x6 • GIRDER SPLICE) SIMPSCN A35 OR POSITIVE COW FOOTING FER PLAN 6 MIL VAPOR BARRIER 4/4-4 INTERIOR POST TO FOOTING 20 ❑ 1 20"DIA. x 8" 4 "x4" POST 3210° CAPACITY 30 "x30 "xl2" W /(4) •4 E.W. 0 L POST 9315" CAPACITY —I 6 POST FOR LARGER BEAMS L _ J 42 ❑ 42"x42"x18" W/(5).4 E.W. 6'Ix6" POST 18315' CAPACITY FOOTING BEARING ASSUMED 1500 PSF POSITIVE POST TO FOOTING CONNECTION REQUIRED 24 L I 4 "x4" POST 6000 CAPACITY 24 "x24 "x8" W /(4) •4 EJll. F: _J 36 "x36 "x15" W/(5)'4 E.W. 6'Ix6" POST 13500• CAPACITY ❑ 1 48 "x48 "x18" W /(6) .4 E.W. 6 "x6" POST 24000• CAPACITY L_J 48 FBO L_ FOOTING DESIGNED BY OTHERS FOOTING PAD SCHEDULE NOTE: USE SIMPSON IHOLDOWN5 AT EACH END OF PONY WALL. NO OPENING ARE PERMITTED IN PONY WALL W/0 ADDITIONAL ENGINEERING. LTP4G PER SCHEDULE SHEARWALL EDGE NAILING LTP4G PER SCHEDULE 2x BLOCKING (OR RIM JOIST 2 -16d NAILS TO EA. JOIST) PONY WALL TO BE SHEATHED PER SHEARWALL +"2 (SEE SHEARWALL SCHEDULE) 4' FOUNDATION WALL W/ *4 BAR 0 12" 0/C L EA WAY. ALT HOOK AS SHOWN. 16d a EA JOIST MEE A SEE SHEARWALL SCHEDULE FOR P SIZE AND ANCHO SPACING) FOOTING PER PLAN NOTE: SEE ARCHITECTURAL SCREENED FOR REQUIREMENTS BOLT ✓/4-4 PONY WALL DETAIL FOUNDATION NOTES: (I) PROVIDE 12" MIN. CLEARANCE FROM UNTREATED BEAMS TO GROUND 4 18" FROM JOISTS TO GROUND (TYP.) (2) ALL MIXING STRENGTH N CONCRETE TOM 3000 PSI MIN. AIR ENTRAINED 5% MN. 1% MAX (3) CRAWLSPACE TO I4AVE 6 MIL. BLACK VISQUEEN VAPOR BARRIER (4) JOIST BLOCK AT ALL ENDS. (5) JOIST BLOCK AT ALL INTERMEDIATE SUPPORTS N &DC 01102. (6) JOIST BLOCK TO MANUFACTURES SPECIFICATIONS. (1) ALL SOLID SAWN BEAMS TO BE DP2 OR BETTER CONCR NOTES: (I) MAXIMUM CONC. WALL 1-EIGHT 8' -O" (2) MAXIMUM UNBALANCED BACKFILL 4' -O" (I (I)'4 B R RT. e 46" L. ) BARS IN UPPER 12" OF STEM WALL (1).4 BAR 3' MIN. CLEARANCE FROM SIDE 4 BOTTOM FOUNDATION VENTILATION: 6 "x16" SCREENED FOUNDATION VENTS = .61 SQ. FT. 914/150 • 6.09 SQ. FT. VENTILATION -OR- 9 VENTS 00 O T L J 2 F- S L 2 L n 4' m I- O" 3' -5" 3' -1' 1 L_J L_J 24 24 11' -3" 14' -3" 011 M I 0" 3' -02 3 ' -0 21 2' -011/ e I 20 20 20 21' -6" J 2 A -4 4' - 0 0 3' -0" 3' -0" 4' -0 4' -0" 4' -0" ' 24 24 24 � IRDei c10 GI RD R 11' 3' -5" 24 _ - -- 4" CONC. SLAB OVER 4" GRANULAR FILL SLOPE FOR DRAINAGE J O r J CRAWL SPACE 6 MIL. BLACK VISQUEEN VAPOR BARRIER 1' - 11 34 -0" 34 -0" Iwo 2'- 0 / 0 " CONC :3LL4 OVER GRANULAR FILL LOPE FOR DRAINAGE CONTINUOS FOOTING 16' -3" R.O. 19 -9 4" CONC. SLAB 0/ 4" COMP. FILL SLOPED 3" TOWARD DOOR 1 -3" 3 -3" 2 BUCK OUT 2' -8" DOOR ' _0 " 2 L T BLOCK —F3Q1R F11R�L J 11 N N N 4" CONC. SL 415 OVER 4" GRANULAR FILL SLOPE FOR DRA NAGE RECEIVED CITY OF TUKWILA SEP 0 5 2008 PERMIT CENTER 0 ¢ O z N z - w z X a O z LT, z p O 8 -' � w =� o J LL O O a0 ¢ H J W LL m w OrnF N z z Z W O O J Q��o o = O Q - 0 U w N Q a w z U 3o g7J Z �W w Q Q w < 2 U F U FO LL O N W F- U N Z - H LL Q 5 o O N ¢ w w z N ¢ = F �0'aJo ¢Oo O O z w O ¢ z Q 72,p� U U~LL W g8 U w > mo < ww :Sp z poi Nl -f o 7 W w o >4 ¢ U¢ m¢ J¢ V I ¢ yI U J m H z W� F. 2 U I- ¢ w Z � N OZ 2W j U w = O LL I1 w OI -I cir a Z Q ? w ¢ g z z W J co J U 0 F < WLLWw¢ y 2 c �s 0I LW�0� U 0 LL W z LL g aw 8 2 w LL S ? W ¢ O 1- a 0 0 00 co z in CT z0 0 U z 0 < Li! o U w =z Z¢ z LL 0 O w3 2 ¢ I w 00 cr 0 z J a - 1)) CL = 7 1 — LL LL O N w z5 } a 8 a w ¢o 0 3 I 1 w N 0 ow J m zQ 7 J E I o rr 1 z 00 0 ai C'') o 0 • N Q Z Q N < I � N m cics a) o o a_ [A -4] uJ/ 3/4° T4C SUB -FLOpR OVER 4x10 HDR MANUFACTURED TRUSSES 6 24 O.C. (TYP) (UN.O.) IISEE TRUSS ENGINEERING FOR ADDITIONAL INFORMATION) Plan: 2383 -B -R Job #: N/A Date: 12 -30 -07 Revision Date: N/A Drawn By: DLR Phone: 1- 877- Rueppell X °T v 4x10 HDR I 4x10 HDR 113 4x10 HpR 4x10 1-I1DR 4x10 1-I1D1R 4x10 HDR m z 1 r 4x10 1-1PR O.C. (TYP.) UN.O. OOR OVER 4x10 HDR UJ ) t 1 0 1 / I X 0 _ A THESE PLANS HAVE BEEN LICENSED TO THE CUSTOMER FOR THE USE IN CONSTRUCTION OF ONE BUILDING ONLY AND ARE SUBJECT TO THE CONDITIONS OF LICENSE ACCEPTED BY THE CUSTOMER. USE OF ANY PART OF THE PLANS BY ANY PARTY OTHER THAN THE CUSTOMER, EXCEPT ON LOAN BY THE CUSTOMER TO THIRD PARTIES NECESSARY TO ASSIST THE CUSTOMER IN USING THE PLANS, SUCH AS CONTRACTORS AND SUBCONTRACTORS, IS STRICTLY PROHIBITED. THE PLANS MAY NOT BE RE -USED OR COPIED, IN WHOLE OR IN PART, WITHOUT WRITTEN PERMISSION FROM RUEPPELL, INC. WHICH RETAINS COPYRIGHTS TO, & OWNERSHIP OF THE PLANS. RUEPPELL, INC. PREPARES ITS PLANS CAREFULLY FOR THE USE OF ITS CUSTOMERS. HOWEVER, ADAPTATION OF THE PLANS TO MEET SPECIFIC STATE AND LOCAL BUILDING CODES AND REGULATIONS, AND SPECIFIC CONDITIONS, IS THE RESPONSIBILITY OF THE CONTRACTOR. IN ADDITION, RUEPPELL, INC. WILL NOT BE RESPONSIBLE FOR ANY DAMAGES RELATING TO THE ACCURACY AND OVERALL INTEGRITY OF THE PLANS IN EXCESS OF THE LICENSE PAID FOR THEIR USE. THE CONTRACTOR, THEREFORE, MUST CAREFULLY INSPECT ALL DIMENSIONS AND DETAILS IN THE PLANS FOR ERRORS OR OMISSIONS. UNAUTHORIZED USE OR COPYING OF THESE PLANS, OR THE DESIGN THEY DEPICT, INFRINGES RIGHTS UNDER THE COPYRIGHT ACT. INFRINGES FACE LIABILITIES THAT INCLUDE PENALTIES OF UP TO $20,000 PER WORK INFRINGES, AND UP TO $100,000 PER WORK INFRINGED WILLFULLY. A GENERAL NOTE AND SPECIFICATIONS SHEET IS ALWAYS AN INTEGRAL PART OF THESE DRAWINGS AND GENERALLY THE LAST SHEET OF THE SET. Copyright © 2006, Rueppell, Inc. Hr • LI 1=- Cl 626 O ou t' ut W mmm 0" / mg iO 1- X r =m n cri oa o D CP O m0r C0 z ° D6o m 0 gE 0` g o SIM .-1Q01 mg-gam g § 41 E 0 —F 1> 0 CP LEGEND POINT LOAD KEPI FOR ENGINEER USE ONLY MEMBER RI DEAD 1000 TOTAL �� LIV 20001 3000 1 BEAM DESIGNATOR FOR PLAN REVIEW USE ONLY (IR I ) BEAM SIZE/TYPEI 4"x&" DIP 3- I /8 "x6" GL13 3- 1/2 "x9 -I/2" PSI_ 54EARUJALL DES IGNATORI SEE SHEARWALL SCHEDULE \�a NOLDDOWN /STRAP C5I4 s DESIGNATOR SEE HOLDO&N/STRAP SCHEDULE NP14 5TNDew DETAIL CALL -OUT SEE "D" SHEETS FOR CORRESPONDING DETAIL � \ 1 1 • \D1/ POST CALLOUTS ® ®DS= DOUBLE STUD ® TS= TRIPLE STUD 74040 JO NI [al QS. QUAD STUD ® 4x4 POST 1 6X6 POST TI HS E\G1\EE IS OR DOAK I IOM S SOTI I AV I CT 5 T,KLL, I I A, I4 14 D2 4 GT1 839 1539 0 x 1c 4 "x10 DP2 U4) 4x10 ND uPPER i goo DO NOT SCALE (1/4".1') A 4 "x10" DP2 (u) U2 11 4 "x10 DF P R6 DS 1227 3655 2424 (U14) BEARING WALL 4 „x10 19 q)_2) / \ Q O IQ Z� BEARING WALL "x106 D� 4 "x10" (us) 4x10 y� U16 4 "x10" DF” 2 25109 3 `/ Vi i DS 0 Ua 0 0 U- _ u) CO V \- 1-_I 1Q.1-II DS DS TS u'o 5 -1/8 "x15" GLB 11253678 8 49431 U9 (uio) Ku9) 4224 /8 "x18" GLB 3921 II II 619 0 icjA 0 U7 A GT1 1909 3878 (l2) 4x10 ND1R Sr ED (RI) HM 1088 2172 5- 1/8 -1/2" GLB u1 14067 KU 16) 5 -1/8 "X10-1/2" GLB (1R13 SOLID BLK e CANT 4 "x12" DP2 1420 2847 V BEARING WALL DS DS RAMI \G CAVIfi1' LO4D ENI\EE 2 (U4) 0 X I 1 . 0 } U10 3818 2 U9 3940 171191 TS 4943 FLOOR JOISTS AT 1 &" o.c. (TYPICAL) ACTUAL FLOOR DESIGN 4 ENGINEERING TO BE PROVIDED e SITE. EXTEND HEADER OVER 51-1EARWALL5 (2) ROUJS I6d SINKER 3 1Y1=).) 2 PLACES I4EADER EXTENDED OVER SWEARWALL 1\G FLOOR S1 -IEATN INCA: 3/4" T 4C w/ ICc e " o.c. (OR SIMPSON WSNTL2LS SCREWS) AT PANEL EDGES AND 12" o.c. IN FIELD 4 GLUED TO TJI. INSTALL LSTA -24 STRAP BACKSIDE (IR9) GT1 839 1539 B = I x • R& ) 4x10 --IDR PL. II II II II I I GIRDER TRUSS 4x8 NDR (:;10 RA DO NOT SCALE (1 /4 " =1') no 1231 2424 1u B A 0 cc 0 U- -I 0 I- 0 0 0 C, W W CD w W W I 4xS 1-1DR xS I- IDRLxS HDR ( ( ( I I 4x8 1-IDR /41 GIRAVITY LOAD II II II II- II II II II II II II lue 2172 4x8 1-IDR 3258 R3 ( HM 70 88 1 -, 7258 / 2172 L. 4x8 NDRJ NGI\IEElNG TRUSS MFR. SHOP DRAWINGS TO BE PROVIDED TO NODGE ENGINEERING W1-4EN COMPLETED MFR. TRUZASE 74R121451EE:CPu2/4" O.C. w/ 1/I" RO1 &" ROOF SPEATI- 11N?Sr1E, ;1411116E71/®0:1.46" O.C. AT PANEL E15PAEEL74EIDGE'SO iI N2" O.C. IN FIELD (TUFF 1L(XYPICAL) CO . EC 1O NI LIMO u AG�4!! CODt COMP IN rug CE APPROVED JAN 21 2flEt 1 City Of 'Tukwila ' ).411DJNG DIVISIO - tDO&' LATERAL. a (3F iTy 110 ENGINEERtN SES & 11 -JOIE ®1`JJ L RECEIVED JAN 08 2009 PERMIT CENTER w z M z 5 co N w cn CL Z (I)) w 2 c� o D. z W � g3 z N p u) co w 0 U m co m N T-1 0 0 ad W U) W W z z W co 0 lh N a) 0 W z O co W COPYRIGHT ©2008 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL SHEARWALL/ ANCHOR SCHEDULE LABEL APA RATED SHEATHING (1) (2) (4(21') (15) NAIL SIZE & SPACE @ EDGES (4) (5) STUD AND BLOCKING SIZE@ A EDGES G (3)(6)(16) RIM JOIST OR BLOCK CONNECTION TO TOP PLATE ( ( 2X BOTTOM PLATE ATTACHMENT SILL PLATE ATTACHMENT CAPACITY (PLF SEISMIC /WIND NAILING TO WOOD BELOW (9) ANCHOR BOLT TO CONCRETE BELOW (10) (12)(17)(20) MA8 ANCHOR OPTION SILL PLATE SIZE @ FOUNDATION (19) A 7/16" OSB ONE SIDE 8d @ 6" O.C. 2x 16d @ 4" O.C. 16d @ 6" O.C. 5/8" @ 48" O.0 24" O.C. 2x 240/335 AA ONE SIDE 7 /16" OSB ONE SIDE 8d @ 4" O.C. 2x LTP4 @ 32" .0.C. 16d @ 4" O.C. 5/8" @ 32" O.C. 16" O.C. 2x 350/440 A)3 SW3 ONE SIDE OSB ONE SIDE 8d @ 3" O.C. 3x LTP4 @ 12" O.C. (2) ROWS 16d @ 6" O.C. 5/8" @ 12" O.C. 6" O.C. 2X 450/730 5/8" @ 24" O.C. 12" O.C. 3x 7/16" OSB ONE SIDE 8d @ 2" O.C. 3x LTP4 @ 8" O.C. (2) ROWS 16d @ 4" O.C. 5/8" @ 8" O.C. 4" O.C. 2X 560/820 5/8" @ 16" O.C. 8" O.C. 3x / \ 7/16' OR ONE 5/8"GWB SIDE 8d @ 7" o.c. 2x 16d @ 4" o.c. 16d @ 8 "o.c. 5/8" @ 60" o.c. 8" o.c. 2x 75/145 A 7/16" OSB BOTH SIDES 8d @ 3" O.C. 3x . LTP4 @ 6" O.C. 16d @ 4" O.C. & LTP5 @ 12" O.C. 5/8" @ 12" O.C. 6" O.C. 3x 900/1460 FOOTING PAD SCHEDULE FOR 1500 PSF SOIL BEARING POSITIVE POST TO FOOTING CONNECTION 0 20 OR 24 20 "DIA. OR 24 "DIA. x 8" POST PER PLAN 2500* CAPACITY OR 4000 CAPACITY 24 DEAD • 24 "x24 "x8" W /(2) *4 E.W. 5500* CAPACITY OR WITHOUT REBAR (PER PLAN) BEAM DESIGNATOR! 30 R1 ( ) • 30 "x30 "x8" W /(4) *4 E.W. 8215* CAPACITY POST PER PLAN N/A 36 A S+ ATR W /8" EPDXY EMBED . 36 "x36 "x12" W /(4) *4 E.W. 12000* CAPACITY POST PER PLAN (20)-SDS i "x 2e TO (3) STUDS MIN. j,, ATR W /8" EPDXY EMBED HDU14 - 10745# 42 (36)-SDS i "x 2.1" TO 6X6 MIN. • 42 "x42 "x12 " W /(5) *4 E.W. 16500r CAPACITY POST PER PLAN CSI4 5TH0I4 1 12 54 48 48 "x48 "x15" *4 DETAIL CALL -OUT' SEE "D• 814EETS FOR CORRESPONDING DETAIL • W /(l) E.UJ. 21000* CAPACITY POST PER PLAN (54" X15 "W /(8) *4 CAP = 26.5K) (12 "x18" W /(12) *4 CAP = 40K) 1171 JEW LEGEND WUFRF SLFC?.d D DESIG nCU�CBOLTS POINT LOAD KEY' FOR ENGINEER USE ONLY 1 MEMBER R1 DEAD TOTAL 3000 I 20001 BEAM DESIGNATOR! FOR PLAN REVIEW USE ONLY II R1 ( ) 8 + ATR W /8" EPDXY EMBED BEAM SIZE/TYPEI N/A 4 "x8" DF"2 3- I/8 "x6" GLB 3- I/2 "x9 -I/2" PSI_ A S+ ATR W /8" EPDXY EMBED HDU8 - 5655# SHEARWALL DESIGNATOR' SEE SHEARWALL SCFEDULE (20)-SDS i "x 2e TO (3) STUDS MIN. j,, ATR W /8" EPDXY EMBED HDU14 - 10745# N/A (36)-SDS i "x 2.1" TO 6X6 MIN. 1" ATR W/15" EPDXY EMBED I- IOLDDOWN /STRAP DESIGNATOR SEE HOLDdN /STRAP SC -EDULE CSI4 5TH0I4 1 SSTHDBRJ STHD14 /STHDI4RJ - 5025# DETAIL CALL -OUT' SEE "D• 814EETS FOR CORRESPONDING DETAIL 1 1)1 CS14 - 2490# POST CALLOUTS iti ® DS= DOUBLE STUD ® TS= TRIPLE STUD p35-[. JO - - - QS= QUAD STUD ® 4x4 POST N 6x8 POST :20) US E 0 5/R' GWB BE OR USED WUFRF SLFC?.d D DESIG nCU�CBOLTS SIMPSON PRODUCT MODEL NUMBER (1,2,3) CAPACITY# FASTENERS ANCHOR BOLTS NAILS SCREWS HDU2 - 2215# N/A (6)-SDS i "x 2 TO (2) STUDS N. 8 + ATR W /8" EPDXY EMBED HDU5 - 4065# N/A (14)-SDS a "x 2 TO (2) STUDS N. A S+ ATR W /8" EPDXY EMBED HDU8 - 5655# N/A (20)-SDS i "x 2e TO (3) STUDS MIN. j,, ATR W /8" EPDXY EMBED HDU14 - 10745# N/A (36)-SDS i "x 2.1" TO 6X6 MIN. 1" ATR W/15" EPDXY EMBED STHD8 /STHD8RJ - 2210# (2) STUDS W/ (24) 16d N/A N/A STHD14 /STHDI4RJ - 5025# (2) STUDS W/ (38) 16d N/A N/A CS14 - 2490# (30) 10d N/A N/A MSTC48B3 (2) STUDS W/ (38) 16d TI E\IGI DOA i Eon fil,<WII A E V.d A M4I\ I\ I S I O ff : S SOfil I AV LOT 5 SWI C6I4 CSI4 C514 • 13E12151:1 UFFE I 00 DO NOT SCALE(1 /8 " =1') DO NOT SCALE(1 /8" =1' ) C514 W /2x SILL PLATE 9THDI4R1 © STHDI4RJ 511-10I4RJ • SWISx9 Fl oo MASTER I AT 741 5T4014 STHDI4 (5 b1) AT SHEATH ALL EXTERIOR WALLS AS AL t 0 .ISE:DRM PLEASE CALL KEVIN BOURN e SIMPSON (200255 -2081 BUILDER TO CONFIRM FIT BEFORE FTG POUR 0 0 \GI\EEIN SWI HRING UNLESS NOTED OTHERWISE. G SHEATH ALL EXTERIOR WALLS AS UNLESS NOTED OTHERWISE. BUILDER TO DETERMINE IF STND OR STHD/RJ IS APPROPRIATE. ADJUST CRAWL SPACE VENTS TO BE 12" MINIMUM AWAY FROM HOLDOWNS MAIN FLOOR SHEATHING: 3/4 T 4C� w/ 1001 KJ II O.c. (OR SIMPSON WSNTL2LS SCREWS) AT PANEL EDGES AND 12" o.c. IN FIELD 4 GLUED TO TJI. FLOOR JOISTS AT 1 &" o.c. (TYPICAL) ACTUAL FLOOR DESIGN 4 ENGINEERING TO SE PROVIDED e SITE. MAI\ GT1 DO NOT SCALE (1/4".1') 2379 BEARING WALL _►_� %� �► � �� / _ 4 "x10" D 26 Air iii -iiii i AV ZE VIII 4 & E I 4X10 GI 1M TZZZU:g:720ZWAZuz WAZW.1 =1 :11Z" Am] G WALL BEAR' 24 4" CONC. SLAB OVER 4" GRANULAR FILL SLOPE FOR DRAINAGE 2 - � 20 20Q GIRDS X x GIRD CRAWL SPACE ` D� 6 MIL. BLACK VISQUEEN VAPOR BARRIER 4" CONC. SLAB OVER 4" GRANULAR FILL SLOPE FOR DRAINAGE 4X10 GIRD .- U1 401 4" CONC. SLAB 0/ 4" COMP. FILL SLOPED 3" TOWARD DOOR 12" THICKEN SLAB W/ (2) 4 s4 BARS 1-10RZ. CONT. TIED TO FOUND WALLS AT GARAGE DOOR OPENINGS W /2x SILL PLATE TI- 014RJ STl -014RJ U D STl- ID14RJ 24 SW18x9 4 "x10" DF*2 24 2306 J ST1 -11)14 (5 b1) PLEASE CALL KEVIN BOURN e SIMPSON (20 &)255 -2081 BUILDER TO CONFIRM FIT BEFORE FTG POUR / STH1)14 X hi 1 00 / + 0 \1:)74I 101 Fl E\GI\ U18 25 STI-11)14 8 &9 1)1 4" CONC. SLAB OVER 4" GRANULAR FILL SLOPE FOR DRAINAGE U18 3618 4963 30u9 39 {0 7118 EING STND EDGE DISTANCE 1 -1/2" MIN BUILDER TO DETERMINE F STND OR STI -ID /RJ IS APPROPRIATE. NEC 250.50. A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of %" or larger reinforcement bar or #4 copper wire, located near the bottom of the 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 near location of power panel.) SHEARWALL NOTES: (1) INSTALL PANELS HORIZONTALLY OR VERTICALLY - DO NOT BREAK AT RIM UNLESS STRUCTURAL RIM JOIST. (2) WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED SO JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED ON THE SAME STUDS. (3) BLOCKING IS REQUIRED AT ALL PANEL EDGES. (4) PROVIDE SHEARWALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR DOORWAYS OR AS DESIGNATED ON THE PLANS. SEE PLANS FOR HOLDOWN REQUIREMENTS. (5) SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLDOWN POSTS. (6) INTERMEDIATE FRAMING TO BE WITH 2X MINIMUM MEMBERS. FIELD NAILING IS 12" O.C. UNLESS NOTED OTHERWISE. (7) BASED ON 0.131" x 1 -1/2" LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131" x 2 -1/2" LONG NAILS WHEN NAILING THROUGH SHEATHING. USE A35 OR RBC CLIPS IN LIEU OF LTP'S FOR ROOF BLOCKING TO TOP PLATE. (8) 16d @ 4" O.C. TYP. UNLESS NOTED OTHERWISE (9) WHERE PLATE ATTACHMENTS SPECIFY (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL ATTACH PER DETAILS. (10) ANCHOR BOLTS SHALL BE PROVIDED WITH STEEL PLATE WASHERS %" x3" x 3 ", EMBED ANCHORS A MINIMUM OF 7" INTO THE CONCRETE. (11) PRESSURE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT- DIPPED GALVANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. (12) SEE DETAIL FOR SIMPSON MAS /MASP ANCHOR BOLT OPTION. (13) WHEN USING 3X PLATES FRAMING SHALL BE NAILED USING 4" X .148" 20d BOX NAILS. (14) 15/ PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE 7/ OSB SHEATHING PROVIDED THAT ALL STUD SPACING IS 16" O.C. MAX. (15) WHERE WOOD SHEATHING (W) IS APPLIED OVER GYPSUM SHEATHING (G) CONTACT THE ENGINEER OF RECORD FOR ALTERNATE NAILING REQUIREMENTS. (16) AT ADJOINING PANEL EDGES, (2) 2X STUDS NAILED TOGETHER MAY BE USED TOGETHER IN PLACE OF A SINGLE 3X STUD. DOUBLE 2X STUDS MAY BE CONNECTED TOGETHER BY NAILING WITH 3" LONG NAILS SPACED CONSISTENTLY WITH PLATE NAILING. (17) CONTACT THE ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLT ALTERNATIVES TO CAST IN PLACE ANCHOR BOLTS. (INSPECTION MAY BE REQUIRED) (18) DOUBLE 2X PLATES MAY BE USED IN LIEU OF A SINGLE 3X PLATE PROVIDED HOT DIPPED (2) 8d NAILING @ 6" ON CENTER IS STAGGERED BETWEEN THE TWO PLATES. TOP MUD SILL MAY BE HEM -FIR. (19) WHERE NOTED 2X SILL PLATES MAY BE USED FOR SW3, SW4, AND SW6 WALLS INSTEAD OF 3X. SHEAR LOAD TO THE CONTINOUS MUD SILL IS LESS THAN 350 PLF. SHEARLOAD TO THE WALLS IS GREATER THAN TO THE MUD SILL. HOLD DOWN NOTES: (1) INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS (2) ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON "Z - MAX ", TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SUBSTITUTION WITH NON - SIMPSON ANCHORS WITH ENGINEER'S APPROVAL * STHDI4RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ =RIM JOIST) ** HDU2 MAY BE USED IN PLACE OF STHD8 /STHD8RJ * ** HDU8 MAY BE USED IN PLACE OF STHD14 /STHDI4RJ c aggake AO 'ISO JAN 21 2009 MI CirratL 6 li.DINW.-_ .:w RECEIVED JAN 08 2009 PERMIT Gf .gR 1 LATERAL E y I-cbkv iT y - OAD ENIGNk� EIE PN TRUSSES7EY i- JOISTF Fey flT EP _ w 2 N w w Z Z W w cn O F- CL X w Z w Z _ N M a. 2 00 m g co COPYRIGHT ©2008 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL ■ 1 STOR 12" 6" 6" ,Jai 8" 3 STORY 23" % MAI 32" 8 0 I STORY 12" 6" 6" 2 STORY 15" 6" 8" 3 STORY 23" 8" 10" 18" CO V�� 5 Mall 1026.01 JEN ROOF 6" MI // A 11411 11511 110 MIN. FOUNDATION DIMS TABLE R403.1 4 1805.4.2 2X6 6 16" 0.C. 4" CONC. SLAB OVER SLOPE TO DRAIN MN. (2) *4 e BOTTOM OF FTG. 3" MINIMUM COVER N A N 11511 Ii II SUPPORT FOUNDATION 13R DIMS ICK NEER (2) 16d_1i SIMPSON STI2 STRAP TIE EITHER SIDE OR TOP PLATE OVER • 1.1.07 JEH 2X6 PTDF W/ ANCHOR BOLTS PER PLAN (SEE SHEAR WALL SCHEDULE) *4 BAR 3" FROM TOP * 4a 12" O.C. *4 e 24" O.C. EXTEND TO 3" CUR. OF THE BOTTOM OF THE FOOTING EXTEND 14" MIN, INTO STEMWALL. (TYP.XUN.O.) EADER PER PLAN FOR 6 OPENING OR LARGER UN.O. J� II o . F.G. 18" COVER • BEAM AND 1- 4EADER END SUPPORT A FOUNDATION FOOTING ,4ND STEMWALL 3/4" T4G SUBFLOOR JOISTS Z VAPOR BARRIER NOTE: ENGINEERED CONC. WALL REQ. IF UNBALANCED BACKFILL AGAINST STEMWALL EXCEEDS 48" IN HEIGHT BEAM FRAMING TO WALL DO NOT CUT BEAM - CUT TOP PLATE DOUBLE TOP PLATE l6)I6d SIMPSON ST18 STRAP TIE W/(14) -16d OR TOP PLATE OVER UN.O. BEAM PER PLAN � (2)16d a 12" OC PLYWOOD FILLER 2x CRIPPLES (AS REQUIRED) IRDER 1 D1 125.08 JGS 6 124.OS AM SINGLE PORTAL FRAME (ONE BRACED PANEL) HEADER � PLAN DE 6' TO IS' FASTEN TOP PLATE TO HEADER W/ TWO ROWS OF 16D SINKER NAILS AT 3" O.C. TYP. LSTA24 OPPOSITE SHEATHING FASTEN SHEATHING TO HEADER W / SD COMMON OR GALVANIZED BOX NAILS IN 3" GR SHOWN AND 3" O.C. IN ALL FRAMIN G (STUDS, BLOCKING, AND SILLS) TYP. MIN. WIDTH = 16" FOR ONE STORY MN. WIDTH = 24" FOR USE IN THE F STORY STRUCTURES. MIN. (2) 2x4 - ALL DF•2 STUDS !/16" 0915 SHEATHING STHDI4 OR PHDS MIN. 3 "x3 "x229" PLATE WASHER I" ANCHOR BOLT FRONT ELEVATION "SIMPSON" H1 a EACH TRUSS UN.O. EITHER SIDE ' (2) I6d TOENAILS Sc 6 6" O.C. SHEATHING BREAK BIRD BLOCK BEVELED 2X VENTED BLOCKING RBC PER PLAN IF SPECIFIED EXTENT OF HEADER DOUBLE PORTAL FRAME (TWO BRACED PANELS) ID PATTERN AS MIN. (2 STRUCTURES IRSTOFTWO 2x4 SIMPSON STHD SINGLE PORTAL FRAME imm it PRE- MANUF. TRUSS 7/16" NOM RATED SHEATHING UN.O. Sd NAILING ID 6" O.G. EDGE AND 12" O.C. FIELD SEE SHEARWALL SCHEDULE FOR NAILING PATTERNS FOR 1PIER PLAN EAK IU SPECIFIED LLS ROOF EVE CONNECTION EXTENT OF HEADER I� of LST PORTAL FRAME CONSTRUCTION FOR A PANEL SLICE (IF NEEDED). PANEL EDGES SHALL BE BLOCKED, AND OCCUR WITHIN 24" OF MID - HEIGHT. ONE ROW OF TYP. SHEATHING TO FRAMING NAILING IS REQUIRED. IF 2x4 BLOCKING IS USED, THE 2x4'S MUST BE NAILED TOGETHER WITH 3 16D SINKERS. DF"2 STUDS REQ'D PORTAL FRAME - IRC PIG R &02.10.6.2 / IEC FIG 2308.3.2 up to 3 /4' gap D1 • • • FLOOR FINISH 3/4" T4G SUB FLOOR FL. JOISTS PONY WALLS OVER 6' REQUIRE ENGINEERING FOR ADDITIONAL STORY 1.1.01 JEH 4.12.01 JEH 10 / FOOTING SECTION "A" /17`-' SPLICE LN. A ! t AR 4 1. OM • GRADE ,,-- • z .t P�� ° p er � ° a 2 J T z '��MA.t • m . : ® 0, . • . • 4 CONCRETE STEPP •\/ FOOTING IOd 6 6" OC UN.O. 16d 6 8" OC UN.O. I6d TOENAIL EA SID z I 0o 6 MIL. VAPOR BARRIER 10 -9 -01 JGS SILL PLATE , .4 F- w A ,i . ,,,,,, CN1 0' d •4 POST 4' TO 8' SHEATHING FILLER IF NEEDED LSTA24 DF"2 STUDS REQ'D MIN. 2x4 FRAMING T CRAWLSPACE IF O PHD StHD14 SECTION A -A SIDE ELEVATION ii O \\' \` / / \\ j / \ \ / \ \ /• \ / � \ / \ / \ � (2) ROWS I6d SINKER 9 3 "0.C. PONY WALL FRAMING 4 SHEAR NAILING TO MATCH WALL FRAMING ABOVE 2X6 P.T. MUDSILL WITH / _ANCHOR BOLTS PER PLAN POW( WALL CRAWL SPACE WHERE FOOTING SECTION "A" IS MORE THAN 8 FT., PROVIDE 4' CSI4 EACH SIDE OF SPLICE W/ 8 -I6d COMMON NAILS \ I I WALL FRAMING I I RIM JOIST C 4 a �DT 3 POST W/F6) 10d 2x4 LATERAL BRACE W /(3) IOd MST BETWEEN L WW F ALL A150. SPECIFIED (2) 2X PLATE • ° 6' MAX PONY WALL 4 \ G • : • STEP FOOTING 3 4" TIG FLOOR SHEATHING ENG. JOISTS PER PLAN SOLID BLOCK DIMENSIONAL LUMBER • BLOCK ENG. JOISTS PER MFR GIRDER BEAM FER PLAN UN.O. PLYIU'D GUSSET W/(6) 1Ocd 4x4 POST (4x6 a GIRDER SPLICE) SIMPSON MASP CONC. PIER PER PLAN "X" BRACE POSTS OVER 8' SUEFLOOR DETAILS PROVIDE MST6O BETWEEN PONY WALL AND SHEAR WALL ABOVE WHEN / FOUNDATION HOLDOWN IS SPECIFIED RIM JOISTS IN INSULAT ON SPEC ABOVWE))LL �HOLDOWN SPECIFIED PER PLAN FOUNDATION DRAIN 4 ROOF DRAIN PER PLAN .0 (2) ROWS 16d SINKER 9 3 "O.C. INSTALL LSTA24 BACKSIDE 3" O.C. IN ALL FRAMING (STUDS, BLOCKING, AND SILLS) TYP. PHDS OR HDUS HOLDOWN OPTION IN LIEU OF STRAPS $6 opN gl ONLY. MIK POST LESS THAN 4' FULL DEPT GUSSETS B SIDES a SPLICES W /(6) IOd HEADER EXTENDED OVER SHEARWALL GUSSETT AT SPLICE NOTE: POST WITHIN 8" OF SOIL TO BE PRESSURE TREATED Simpson Strong-Tk CNV D1 D1 11 12 9-25-0601 13 UNDISTURBED NATIVE SOIL OR APPROVED COMPACTED FILL 03 -16 -01 JG FACE OF STRUCTURE IRC FIG. 8403.1.1.1 li — irm li =n -11 ∎11 .11— ,11 - FOUNDATION FOUNDATION CLEARANCE PROM SLOPES 2' MINIMUM FOR LAP SPLICE *SOIL BEARING ASSUMED 1500 PSF POSITIVE POST TO FOOTING CONNECTION SUCH AS EPDXY SET EPB (AS SHOU.N) OR PT POST WITH A35 UN.O. • ' ..1111■ • 4 SITE PLAN, STRUCTURE LOCATION, AND SITE WORK ARE THE RESPONSIBILITY OF THE BUILDER AND THE CIVIL OR GEOTECHNICAL ENGINEER a H/2 BUT NEED NOT EXCEED 15FT. MAX. 4 a TOE OF SLOPE L 'll =' II' CONCRETE CORNER • 4 a • • 4 TOP OF SLOPE • a • ISOLATED FOOTING DETAILS d FACE OF OOTING 1-1/3 BUT NEED NOT EXCEED 40' MAX FOOTING CORNERS STEMWALL CORNERS POST PER PLAN .a 11 D1 12 D1 REBAR MAT PER FOOTING PAD SCHEDULE. 3" COVER FROM BOTTOM AND SIDES 13 D1 I— z w J 0 W a 0 W -H m co co w oN o w M H a) -H a) CC 0 0 a W z N N 0 w CO 8.21.01 JGS 1J.o JEW SIDING MATERIAL PER PLAN I6d NAILS RIM TO TOP PLATE OSB SHEATHING W/ LONG DIMENSION PARALLEL TO STUDS SHEARWALL NAILING A5 SPECIFIED ON SHEAR SCHEDULE GYPSUM WALL BOARD INSTALLED IN ACCORDANCE WITH IRC CHAPTER - I (INTERIOR) 1&c:1 NAIL AT 12" O.C.( U.N.O.) Sd NAIL AT 4" O.C. ALL FRAMING MEMBERS AT PANEL EDGES (UN.O.) ORIENTATION OF CORNER STUD MAY VARY S" O.C. ON ALL (U.N.O.) FRAMING MEMBERS NOT AT PANEL EDGES INSIDE CORNER DETAIL 8d NAILS a 6 O.C. AT EDGES 4 SEAMS AND 8d NAILS 9 12" O.C. IN FIELD UN.O. ON SHEAR WALL SCHEDULE SOLID BLOCKING WALL FRAMING 3/4 SUB FLOOR TYPICAL SI—IEARWALL NAILING (2) 16d THRU NAIL TYP (3) I6d THRU NAIL FOR 54C 5HEAR WALLS FLOOR JOIST TO SILL AND BOTTOM PLATE W /(2) 8d THRU NAIL 2x MUDSILL RIM JOIST CONTINOUS SHEATHING TOP PLATE TO SILL PLATE OR NAIL SHEATHING AT BREAK TO SAME MEMBER PER THE SCHEDULE BOTTOM OF SHEATHING NAILING 4 LS50 e 24" O.C. TO NAIL TO MUD SILL PER SHEAR WALL SCHEDULE 16 d NAI O.C.( U.N. L AT 12" 0.) INSIDE /OUTSIDE CORNER (TYP) ORIENTATION OF ORNER STUD MAY VARY GYPSUM WALL BOARD INSTALLED IN ACCORDANCE WITI -4 IRC CHAPTER - 1 (INTERIOR) Sd NAIL AT 4" O.0 ALL FRAMING MEMBERS AT PANEL EDGES AND S" O.C. ON ALL FRAMING MEMBERS NOT AT PANEL EDGES (TYP.XUN.O.) OUTSIDE CORNER DETAIL R602.10.5 DRYWALL 6.11.01 (AM) d � \\% \ \ /\ \ /\ \/ '\ \\i\i \ \ // • MULTI -STORY SHOWN W /SLAB ON GRADE (SEE ROOF PLAN) 30* FELT EA. COURSE 1/16" OSB SHEATHING MANUFACTURED TRUSSES (OR 2XRAFTERS • CLG. JSTS.) BLOWN -IN INSUL (SEE GEN NOTES.) INSUL BAFFLE 6 EWE vENIS _ 11111 GYPSUM BD. CEILING BLOCKING / ► —� ►z� 1. GUTTER ON 5/4x8 FASCIA/ (PER PLAN) SIDING (SEE ELEVATIONS) 15* BLDG. PAPER (OR TYVEK) SHEATHING (PER PLAN) 2X6 STUDS 16" O.C. BATT INSUL. (SEE GEN. NOTES) GYPSUM D. RIM JOISTS BATT INSULATION FLOOR FINISH 3/4" T4G SUB FLOOR FL. JOISTS (SEE PLAN) BATT INSUL. (SEE GEN. NOTES) (OVER UNHEATED SPACES) GYPSUM BD CEILING FLOOR FINISH 3/4" T4G SUB FLOOR FL. JOISTS (SEE PLAN) BATT INSUL (SEE GEN. NOTES) _6 MIL BLACK . "VISQUEEN" 2X6 P.T. MUDSILL WITH ANCHOR BOLTS PER PLAN (MIN. OF 2PER PLATE M I N� N " FR Om A 4" CONC. SLAB SLOPE TO DRAIN PERFORATED UN IO RAIN 4 ROOF DRAIN (PER PLAN) WALL SECTION JO • DRYWALL • \' \ /. / //\/ / \ /. SINGLE -STORY SHOWN W/FLOOR SYSTEM •11'11/ 1`TLyrm•k RECEIVED . JAN 08 2009 RRRMfIT CENTER LATERAL & t vi I v LOAD t1Gi EERNG ON) TRUSS .. -, C3i T c cn z W W z z W LID C TO Z` 41 2 .0 c 01 • ro ad 0 41 � • o a G O N 0 Li) O O LL 0_ M 0- co m 0 0 co 7 0 m ".Z:"1 I COPYRIGHT ©200S HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL c7:no y I X0111 I 1 � �- F 2x 9 16" O.C. R FASTEN RIM BOARD TO EACH 1 18 A I i� S SF 4 4GE 2 O WOOD. UJOO TO , ,4T M MUST WALL. BE UN.O. dia 2 2 6 6 6" O .C.UNO 2 �� C SAMI - O JOIST ( 2X SOLE PLATE WITH S -E JOIST 2X FLOOR JOIST I � � � I OM O / SEE SHEARWALL 2 BUILDING 1/2" GYPSUM BD CEILING 2x BLKLs B 48" OC WHEN ' NAILING S DBL 2X6 TOP PLATE I -� =�j B — (2)16d s 4" O.C. IIIIIII RIM JOIST A AT DECK T TO BE : oi-Orl : ∎ 2 2: 1 -I/4" SOLID M MEMBER MINIMUM - o � P REQUIRED U UNDER ALL POINT LOADS 1 14 3 0" O.C. f fl 18 "x8" CONC. PIER U 3/4" T4G OSB � �� � l BLOCKS R . OPTIONA POST TO FOOTING FLOOR TO FLOOR C CONNECTION D B BE AM END SUPPORT FOUNDATION D D D D2 1 1)2 15 Sd e 4 "O.C. 1 19 2 /I ` 2 "x4" LEDGER W /(2) 1Od 6 6" O O.C. 23 2 i f • i ; ` ":: i 27 y 7 / T 0 4 TJI PARALLEL y TJI JOIST OR 0 OR TJI B = = JOIST / / I / / � � 2 " / C `I, I ,. h :4!! , , ►t Y h / i \ � II 2 2 x 4 THRUST BLOCK W /iod NOTCH STRINGER a I / (2) l LEDGER ( I� O.G. , (l ( ` � W 6 • • STREOVE e "AWAW#4.iiiiiia L L OOR JOISTS OR : " " � �� I e 1 " O.C. S `GL_ I 16d�� „ O.C. L r► 1 1 1 1►41 I 1 E i i l SHEATHING 4 NAILING I INTERIOR SHEAR WALL TO JOIST ABOVE CONNECTION D S STAIR 4 L LANDING CONNECTIONS D D2 D D2 b b2 2x S STUDS 6 16" o/ � �C V VENT FLUE 2 0 2 24 2 28 DRYWALL 2 - , ____,,,,___ 1/2" DRYWALL 1 -1 f fir 2 2x4 CLEAT , ,— - l '2 " DRYWALL 0 N co — 2 AROUND W co 16 GAUGE STRAPPING �- - k_. � W /(2) 16d . SHAPED S SPACERS WITH (5)-16d NAILS ` 5 URE SNGLEEATS 2 2x10 SPACER P5)�6d TO / � ` • ��� • WILL BE CUT TO J I� 2 TO WATER NEATER \ I APPLIANCES FROM A 'NIN P LATFORM MUST B GARAGE FINISH T ( 16 2 WATER HEATER STRAPPING \ \ D2 1 1)2 D D2 D D2 17 2 21 2 25 • • � 3/4" TEG PLYWOOD SUBFLOOR NAILING AS REQUIRED ! wil ! ■ i r / / / / F FLOOR JOIST DBL. 2 X 6 STUD O • DOUBLE JOISTS o r OR BEAM, SEE PLAN R NOTCH PL. FOR R • - I I "MST60" STRAP I— Z w_ J C.) w N C3 Z_ IX w w Z CD z w Cto N 8 •c d • m t d A ga c a o • Y C .' o " E oc < om !_ 0 0 M M 0 2 oo 0 0 oo COPYRIGHT ©2008 HODGE ENGINEERING, INC. > NOT ACCEPT FOR PERMIT ESS AN ORIGINAL RED SEAL DO NOT SCALE PREPARED BY FASTENING SCHEDULE FOR WOOD STRUCTURAL MEMBERS ITEM TYPE CONNECTION RAFTER OR TRUSS TO TOP PLATE TOENAIL & CONNECTOR (3) 8d & H1(U.N.O.) @ 24" O.C. CEILING JOIST TO TOP PLATE TOE NAIL (3) 8d CEILING JOIST TO PARALLEL RAFTER FACE NAIL (3) 16d CEILING JOIST: LAP OVER PARTITION FACE NAIL (3) 16d COLLAR TIE FACE NAIL (3) 16d BLOCKING TO RAFTER TOE NAIL (3) 8d RIM BOARD TO RAFTER END NAIL (2) 16d TOP PLATE TO TOP PLATE FACE NAIL (2) 16d @ 16" O.C. TOP PLATE @ INTERSECTIONS FACE NAIL (4) 16d TOP PLATE LAP FACE NAIL (8) 16d STUD TO STUD FACE NAIL (2) 16d @ 24" O.C. HEADER TO HEADER FACE NAIL 16d @ 16" O.C. EACH EDGE TOP OR BOTTOM PLATE TO STUD END NAIL (2) 16d STUD TO SOLE PLATE TOENAIL & END NAIL (3) 8d & (2)16d BOTTOM PLATE TOP FLOOR JOIST AT BRACED PANEL TOE NAIL & FACE NAIL 16d @ 16" O.C. & (3)16d @ 16" O.C. JOISTS AT TOP PLATE, SILL OR GIRDER TOE NAIL (3) 8d BRIDGING TO JOIST TOE NAIL (2) 8d EACH END BLOCKING AT JOISTS TOE NAIL (3) 8d BLOCKING TO TOP PLATE TOE NAIL (3) 8d RIM JOIST TO JOIST FACE NAIL (3) 16d RIM JOIST TO SILL OR TOP PLATE TOE NAIL 8d @ 6" O.C. CONTINUOUS HEADER TO STUD TOE NAIL (4)8d BUILT-UP CORNER STUDS FACE NAIL 16d @ 24" O.C. BUILT -UP BEAMS (PER LAYER) FACE NAIL(STAGGER TOP &BOTTOM) (2)16d @ 16" O.C. RAFTERS TO 2x RIDGE BEAM TOE NAIL & FACE NAIL (4) 16d & (3)16d JACK RAFTERS TO HIP TOE NAIL & FACE NAIL (4) 16d & (3)16d APPROVED MANUFACTURERS MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS USE LIVE LOAD ATTICS WITH STORAGE (UNINHABITABLE) 20 PSF ATTICS WITHOUT STORAGE (UNINHABITABLE) SPECIFIED MEMBER TRUS-JOIST BOISE CASCADE LOUISIANA PACIFIC ROSEBURG FOREST PRODUCTS GEORGIA PACIFIC 2x SCL 2x TIMBERSTRAND Fb =1700 PSI E =1300 KSI Fv =400 PSI 200 PSF 2x GANGLAM Fb =2250 PSI E =1500 KSI Fv =275 PSI 50 PSF PASSENGER VEHICLE GARAGES 13/4" SCL 1 -3/4" PARALLAM Fb -2900 PSI • E =2000 KSI Fv =290 PSI 1 -3/4" VERSALAM Fb -2800 PSI E =2000 KSI Fv-285 PSI 1 -3/4" LP LVL Fb-2950 PSI E =2000 KSI Fv =290 PSI 1 -3/4 " RIGID -LAM Fb -2900 PSI E =2000 KSI Fv -285 PSI 1 -3/4" G -P -LAM Fb =3100 PSI E =2000 KSI Fv =285 PSI 3 -1/2" SCL 3 -1/2" PARALLAM Fb =2900 PSI E =2000 KSI Fv =290 PSI 3 -1/2" VERSALAM Fb =3100 PSI E =2000 KSI Fv =285 PSI 3 -1/2" LP LVL Fb =2950 PSI E =2000 KSI Fv =290 PSI 3 -1/2" RIGID -LAM Fb =2900 PSI E =2000 KSI Fv =285 PSI 2 -PLY G -P -LAM* Fb =3100 PSI E =2000 KSI Fv =285 PSI 51/4" SCL 5-1/4" PARALLAM Fb =2900 PSI E =2000 KSI Fv =290 PSI 5-1/4" VERSALAM Fb =3100 PSI E =2000 KSI Fv =285 PSI 5-1/4" LP LVL Fb =2950 PSI E =2000 KSI Fv =290 PSI 5-1/4" RIGID -LAM Fb =2900 PSI E =2000 KSI Fv =285 PSI 3 -PLY G -P -LAM* Fb =3100 PSI E =2000 KSI Fv =285 PSI 7" SCL 7" PARALLAM Fb-2900 PSI E =2000 KSI Fv =290 PSI 7" VERSALAM Fb =3100 PSI E ®2000 KSI Fv =285 PSI 7" LP LVL Fb -2950 PSI E =2000 KSI Fv -290 PSI 7" RIGID -LAM Fb =2900 PSI E =2000 KSI Fv =285 PSI 4 -PLY G -P -LAM* Fb =3100 PSI E -2000 KSI Fv =285 PSI RIM BOARD OR RIM JOIST . APA/ EWS PERFORMANCE RATED RIM (PRR -401) 1 -1/8" MINIMUM THICKNESS * - CONNECT MULTI -PLY MEMBERS PER MANUFACTURER'S RECOMMENDATIONS - LSL's MAY BE USED IN PLACE OF LVL's WHEN SPECIFIED - IBC TABLE 1607.1 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS USE LIVE LOAD ATTICS WITH STORAGE (UNINHABITABLE) 20 PSF ATTICS WITHOUT STORAGE (UNINHABITABLE) 10 PSF DECKS 40 PSF EXTERIOR BALCONIES 60 PSF FIRE ESCAPES 40 PSF GUARD RAILS AND HAND RAILS 200 PSF GUARD RAIL INFILL COMPONENTS 50 PSF PASSENGER VEHICLE GARAGES 40 PSF ROOMS OTHER THAN SLEEPING ROOMS 40 PSF SLEEPING ROOMS 30 PSF STAIRS 40 PSF LUMBER SPECIES • MEMBER SPECIES POSTS, BEAMS, HEADERS, JOISTS AND RAFTERS NO. 2 DOUGLAS FIR SILLS, PLATES, BLOCKING, ETC. NO. 2 HEM FIR STUDS STUD GRADE HEM FIR STUDS OVER 10' HIGH NO. 2 HEM FIR POST AND BEAM DECKING P.T. #2 FIR OSB SHEATHING PER PLAN GLU -LAM BEAMS Fb2400, DRY ADH (EXT. ADH @ EXT. CONDITIONS) 2 -1/2 PSL MATERIALS* Fb = 2900 E = 2.0 Fv = 290 LVL MATERIALS ** Fb =2600 E = 1.8 Fv = 285 ALL GLB BALANCED WEST SPECIES 24F -1.8E W.S. SPANS TABLE • LENGTH (IN.) FLOOR CEILING RAFTERS (30# L.L.) TILE COMP / H. ` JOISTS (10# D.L.) (40# L.L.) (20E# L.L.) (L/240 L.L.) (19# D.L.) (10# + • 3 (L/360 L.L.) (L/240 L.L.) 2 -1/2 4-1/2 3 NO. 2 D.F. SPACING O.C. MAXIMUM MAXIMUM . NO. 2 D.F. 5-1/2 MAXIMUM MAXIMUM MEMBER 1 -1/2* SPAN SPAN MEMBER SPACING O.C. SPAN SPAN 5 12" 10' -9" 14' -10" 0.148 12" 11' -7" 13' -5" 2 X 6 16" 9' -9" 12'40" 2 X 6 16" 10' -0" 11' -11" 0.131 24" 8' -1" 10' -5" 2 -1/4 24" 8' -2" 9' -8" 12" 14' -2" 18'-8" 12" 14' -7" 17' -2" 2 X 8 16" 12' -7" 16' -2" 2 X 8 16" 12' -7" 15' -0" 24" 10' -3" 13' -2" 24" 10' -2" 12' -3" 12" 17' -9" 22' -11" 12" 17' -11" 21' -2" 2 X 10 16" 15' -5" 19' -10" 2 X 10 16" 15' -6" 18' -5" 24" 12' -7" 16' -2" 24" 12'-8" 15 12" 20' -7" 26' -7" 12" 20' -9" 24'-8" 2 X 12 16" 17' -10" 23' -0" 2 X 12 16" 18' -0" 21'-4" 24" 14' -7" 18' -10" 24" 14'-8" 17' -5" FASTENER TYPE DIAMETER (IN.) LENGTH (IN.) EQUIVALENT SPACING (IN.) 8d COMMON WIRE 0.131 2 -1/2 6 4 3 8d "DIPPED GALV.BOX" 0.131 2 - 1/2 6 4 3 8d "SHINY BOX" 0.113 2 -1/2 4-1/2 3 2 -1/2 12 GA. STAPLES 04.055 1 -7/8* 6 5-1/2 4 14 GA. STAPLES 0.080 1 -1/2* 6 4 3 15 GA. STAPLES 0.072 1 -1/2* 5 3 24/2 10d COMMON WIRE 0.148 3 6 4 3 10d "HOT DIPPED GALV. BOX" 0.148 3 6 4 3 10d " SHINY BOX" 0.131 3 41/2 . 3 2 -1/4 APPLICATION SPECIFIED MATERIAL PRESERVATIVE TREATMENT (1) CONNECTORS & FASTENES (2)(3) FOUNDATION SILL PLATES, TOP PLATES & LEDGERS ON CONCRETE OR MASONRY WALLS (4) 2X, 4X, 6X OR GLULAM , (FIR) SBX GALV (G60) ACQ, CBA, CA GALV (G185) FRAMING, DECKING, POSTS & LEDGERS 2X, & 4X (FIR) ACQ, CBA, CA GALV (G185) 2X, & 4X (CEDAR) NONE GALV (G90) BEAMS AND COLUMNS 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) 6X OR GLULAM (CEDAR) NONE GALV (G90) 100 3/4 5 ITEM DESIGN f'c (PSI) MAX. W/C RATIO MIN. (2) FLYASH (PCY) MAX. AGGREGATE SIZE (IN) NOTES MIN. CEMENTITOUS (1) MATERIAL (SACKS/YARD) FOUNDATIONS 2500 @ 28 DAYS 0.45 -- 3/4 -- 5 STEMWALLS 3000 @ 28 DAYS 0.45 100 3/4 - - 5 SLAB ON GRADE 3000 @ 28 DAYS 0.45 100 3/4 5 CONRETE FRAME 2500 @ 28 DAYS 0.45 100 3/4 - - 5 PENNYWEIGHT DIAMETER (IN.) LENGTH (IN.) 8d 0.131 2 -1/2 10d 0.148 3 16d 0.162 3 -1/2 20d 0.192 4 1. GENERAL STRUCTURAL NOTES ALL LATERAL LOAD RESISTING AND GRAVITY LOAD RESISTING (IF SPECIFIED) STRUCTURAL MEMBERS ARE SHOWN ON THE ENGINEERING SHEETS AND DETAIL PAGES. THE ENCLOSED ENGINEERING CALCULATIONS DOCUMENT THE ANALYSIS USED TO DETERMINE THE STRUCTURAL MEMBERS OF THE ENGINEERING SHEETS. THE ENGINEERING CALCULATIONS ARE NOT REQUIRED TO BE REFERENCED FOR CONSTRUCTION, AND ARE NOT REQUIRED BY ENGINEERING TO BE ONSITE. THIS ENGINEERING HAS BEEN CALCULATED TO RESIST CODE SPECIFIED VERTICAL AND LATERAL (WIND & SEISMIC) FORCES AFTER THE COMPLETION OF ALL STRUCTURAL ELEMENTS. IT IS THE RESPONSIBILTY OF THE GENERAL CONTRACTOR TO TO ENSURE STRUCTURAL STABILITY DURING CONSTRUCTION INCLUDING JOB SITE SAFETY; ERECTION METHODS; TEMPORARY SHORING, FORMWORK, AND BRACING; USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. ANY DISCREPENCIES FOUND AMONG THE DRAWINGS, ENGINEERING, AND /OR THE SITE CONDITIONS MUST BE REPORTED TO THE ARCHITECT AND ENGINEER, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS PRIOR TO CONSTRUCTION. CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS NOT PROVIDED. THIS ENGINEERING IS NOT INTENDED IN ANY WAY TO REVIEW OR APPROVE THE CONTRACTOR'S CONSTRUCTION PROCEDURES. STANDARDS ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2006 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION. THIS ENGINEERING IS TO THE 2006 INTERNATIONAL BUILDING CODE (IBC) 2. DESIGN CRITERIA VERTICAL LOADS LATERAL FORCES WIND: IBC "METHOD 1- SIMPLIFIED PROCEDURE" PER ASCE 7 -05. SEISMIC: SEISMIC IMPORTANCE FACTOR, Ie = 1.00 BUILDING OCCUPANCY CATEGORY PER ASCE 7 -05 TAC. 1 -1= II SITE CLASS PER TABLE 1613.5.2 = D SEISMIC DESIGN CATEGORY = D ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE ANALYSIS RESPONSE MODIFICATION FACTOR PER TABLE 1617.6.2 R = 6.5 3. SOIL SOIL BEARING PRESSURE: 1500 PSF (ASSUMED)* ACTIVE PRESSURE - UNRESTRAINED: 35 PCF (ASSUMED) PASSIVE RESISTANCE: 200 PCF (ASSUMED) COEFFICIENT OF FRICTION: .35 (ASSUMED) *1/3 INCREASE ALLOWED FOR SEISMIC OR WIND LOADING ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL FOLLOWING SPECIFICATONS NOTED BELOW. AREAS OVER - EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (F'c =2000 PSI) OR COMPACTED STRUCTURAL BACKFILL. "STRUCTURAL BACKFILL" SHALL BE FILLED WITH APPROVED WELL- GRADED MATERIAL. MAXIMUM SIZE OF ROCK 4 ". ORGANIC MATERIAL AND DELETERIOUS MATTER NOT ALLOWED. COMPACT TO AT LEAST 95% OF IT'S MAXIMUM DESITY AS DETERMINED BY ASTM D -1557. WHERE REQUIRED BY THE BUILDING OFFICIAL, THE CLASSIFICATION AND INVESTIGATION OF THE SOIL SHALL BE MADE BY A REGISTERED DESIGN PROFESSIONAL (1802.1). UNLESS A SOILS INVESTIGATION IS PROVIDED FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. ORGANIC SILT, ORGANIC CLAYS, PEAT OR UNPREPARED FILL SHALL NOT BE ASSUMED TO HAVE A BEARING CAPACITY (1804.2) THIS ENGINEERING IS BASED ON SITE CLASS D SOILS IN ACCORDANCE WITH TABLE 1613.5.2 SITE GRADING: THE GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL BE SLOPED AWAY FROM THE BUILDING AT A SLOPE OF NOT LESS THAN 5 PERCENT FOR A MINIMUM OF 10 FEET (1803.3) EXPANSIVE SOILS SHALL BE REMOVED. FREE DRAINING BACKFILL MATERIAL FOR RETAINING AND BASEMENT WALLS CLEAN, FREE DRAINING, WELL GRADED SAND OR GRAVEL MATERIAL WHOSE MAXIMUM PARTICLE SIZE DOES NOT EXCEED 3/4" AND WHOSE FINES CONTENT (MATERIAL PASSING THE NO. 200 SEIVE) DOES NOT EXCEED 5 %, WITH A MAXIMUM DUST RATIO %PASSING U.S. NO. 200 SIEVE _ 2/3 MAX. % PASSING U.S. NO. 400 SEIVE 4. CONCRETE CONCRETE WALLS EXCEEDING 8' IN HEIGHT MUST BE DESIGNED AND STAMPED BY A LICENSED PROFESSIONAL ENGINEER. IF CONCRETE WALLS OVER 8' HAVE BEEN DESIGNED FOR THIS PROJECT THEY WILL BE SPECIFIED ON THE PLAN AND SHOWN IN THE DETAILS. WOOD SHALL NOT BE USED TO SUPPORT MASONRY OR CONCRETE UNLESS SPECIFICALLY NOTED OTHERWISE ON THE S- SHEETS (IBC 2304.12). ALL BASEMENT WALLS BELOW FINISHED GRADE SHALL BE WATER PROOFED OUTSIDE BY APPROVED METHODS AND MATERIALS. CONCRETE: SHALL BE MADE WITH PORTLAND CEMENT ASTM C-150 TYPE II OR TYPE I AND SHALL BE READY MIXED PER ASTM C-94. MIX DESIGNS: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT MEET OR EXCEED THE REQUIREMENTS OF THE CONCRETE MIX TABLE FOR THE BEARING STRENGTH SPECIFIED. THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER, REBAR CONGESTION, AND ALL OTHER FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND AND ACCEPTABLE FINISHED PRODUCT. WATER REDUCING ADMIXTURES MAY BE USED TO MEET THESE REQUIREMENTS. MAXIMUM SLUMP SHALL BE 5 ". ADMIXTURES: ADMIXTURES SHALL BE BY MASTER BUILDERS, W.R. GRACE, OR PRE - APPROVED EQUAL. ALL MANUFATCTURERS RECOMMENDATIONS SHALL BE FOLLOWED. WATER: SHALL BE CLEAN AND POTABLE PROVIDE 3000 PSI @ 28 DAYS MINIMUM FOR DURABILITY AT BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS, PORCHES, CARPORT SLABS AND STEPS EXPOSED TO THE WEATHER AND FOR ALL GARAGE FLOOR SLABS. CONCRETE SHALL BE AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE) SHALL BE NO LESS THAN 5 PERCENT OR MORE THAN 7 PERCENT. REINFORCING STEEL SHALL CONFORM TO ASTM A -615, GRADE 40 FOR #4 BAR AND SMALLER AND GRADE 60 FOR #5 AND LARGER. PLACE PER ACI 315 AND ACI 318. LAP SPLICES SHALL BE 48 BAR DIAMETERS UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS AT ALL HORIZONTAL BARS IN FOOTING AND WALLS(1907). WELDED WIRE FABRIC SHALL CONFORM TO ASTM A -82 AND A -185. LAP ONE FULL MESH ON SIDES AND ENDS. PLACE AT MID -DEPTH OF SLAB, OR AS SHOWN. CONCRETE COVER OVER REINFORCEMENT CONCRETE CAST AGAINST EARTH = 3" EXPOSED TO WEATHER OR EARTH = 2" WALLS AND SLABS NOT. EXPOSED TO WEATHER = 3/4" STEEL ITEMS MACHINE BOLTS (M.B.): ASTM A -307, GRADE A ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, CLASS 2A 5. CARPENTRY NAILS: CONNECTION DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE FOLLOWING PROPERTIES: WOOD SHEATHING (STRUCTURAL): SHEATHING SHALL BE PLYWOOD (CDX) OR ORIENTED STRAND BOARD (OSB). PLYWOOD SHEATHING SHALL BE 5 -PLY MINIMUM WHERE INDICATED AS 3/4" OR THICKER. WOOD SHEATHING SHALL BE "RATED SHEATHING" CONFORMING TO PSI-95 AND /OR PS2 -92. ALL PANELS SHALL BEAR THE STAMP OF AN APPROVED GRADING AGENCY. SPAN RATING SHALL BE PROVIDED AS FOLLOWS: ROOF (32/16); WALLS (32/16); FLOORS (20" O.C.) ALL WOOD SHEATHED WALLS SHALL BE BLOCKED AT ALL PANEL EDGES UNLESS NOTED OTHERWISE. GLUE - LAMINATED MEMBERS: PER ANSI /AITC A190.1. MEMBERS SHALL BE COMBINATION 24F -V4 DOUGLAS FIR FOR SIMPLE SPANS AND 24F -V8 DOUGLAS FIR FOR CANTILEVERED SPANS AND TRUSS CHORDS (FB =2400 PSI, FV =240 PSI, E= 1.8X10 ^6 PSI) AND DOUGLAS FIR COMBINATION 2 FOR COLUMNS AND TRUSS WEB MEMBERS, ALL WITH EXTERIOR GLUE. ALL MEMBERS TO HAVE AITC OR APA -EWS STAMP. FRAMING LUMBER: EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB), WESTERN WOOD PRODUCTS ASSOCIATION (WWPA), OR OTHER AGENCY ACCREDITED BE THE AMERICAN LUMBER STANDARD COMMITTEE (ALSC) TO GRADE UNDER ALSC CERTIFIED GRADING RULES. SPECIES AND GRADE (BASE DESIGN VALUE) 1. 6X BEAMS AND HEADERS. "DOUG FIR - LARCH" NO. 2 6x8 AND 4x10 ARE INTERCHANGEABLE 2. 2X TO 4X JOISTS, PURLINS AND HEADERS. "DOUG FIR - LARCH" NO. 2 (Fb =900 PSI, Fv =180 PSI) OR "HEM -FIR" NO. 1 (Fb =975 PSI, Fv =150 PSI) 3. 6X POSTS AND COLUMNS. "DOUG FIR - LARCH" NO. 1 (Fc=1000 PSI) 4. EXTERIOR STUDS, INTERIOR BEARING WALLS "HEM -FIR" NO. 2 5. INTERIOR NON- BEARING STUD WALLS. "HEM -FIR" NO. 2 STUD GRADE 6. 2X & 3X T &G DECKING: "DOUG FIR - LARCH" COMMERCIAL (Fb =1650 PSI, E =1700 KSI) COLUMNS: ALL COLUMNS NOT SPECIFIED OR OTHERWISE NOTED ON THE PLAN ARE TO BE TWO STUDS. MULTIPLE STUDS ARE TO BE SPIKE LAMINATED TOGETHER WITH (2) 16d NAILING AT 6" ON CENTER STAGGERED. ALL COLUMNS SUPPORTING GIRDER TRUSSES OR GLUE LAMINATED BEAMS ARE TO BE THREE STUDS. ALL BEARING WALLS OVER 10' SHALL BE LATERALLY BRACED AT 4' O.C. CONTRACTOR SHALL VERIFY ALL POINT LOADS ARE SUPPORTED TO THE FOUNDATION. FLOORING AND ROOFING: PLYWOOD SUBFLOORING SHALL BE 4" T &G CDX GLUED AND NAILED. NAILING SHALL BE 10d @ 6" O.C. ALONG PANEL EDGES, AND 12" O.C. IN FIELD. STAGGER END LAPS. ROOF SHEATHING SHALL BE 2" CDX OR 1 OSB NAILED WITH 8d @6" O.C. ALONG PANEL EDGES AND 12" 0.0. IN THE FIELD. STAGGER END LAPS. FRAMING LUMBER (MANUFACTURED): SHALL BE MANUFACTURED BY THE FOLLOWING MANUFACTURERS, OR PRE - APPROVED EQUAL IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. PRESERVATIVE TREATED WOOD REQUIREMENTS: (2304.11): WOOD JOISTS OR THE BOTTOM OF A WOOD STRUCTURAL FLOOR WITHOUT JOISTS SHALL NOT BE CLOSER THAN 18 INCHES, OR WOOD GIRDERS CLOSER THAN 12 INCHES TO THE EXPOSED GROUND IN CRAWL SPACES. WOOD FRAMING MEMBERS, INCLUDING WOOD SHEATHING, WHICH REST ON EXTERIOR FOUNDATION WALLS SHALL NOT BE LESS THAN 8 INCHES FROM EXPOSED EARTH. SILLS IN CONTACT WITH CONCRETE SHALL BE PRESERVATIVE TREATED WOOD. CLEARANCE BETWEEN WOOD SIDING AND EARTH SHALL NOT BE LESS THAN 6 INCHES. POSTS SHALL BE PRESERVATIVE TREATED UNLESS SUPPORTED BY A PEDESTAL GREATER THAN 8 INCHES FROM EXPOSED GROUND. cc PRESERVATIVE TREATED WOOD FASTENER REQUIREMENTS: ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON Z -MAX, TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED. CCA: CHROMATED COPPER ARSENATE NOT PERMITTED. SBX: DOT SODIUM BORATE ACQ: ALKALINE COPPER QUAT CBA AND CA: COPPER AZOLE G60, G90, AND G185 PER ASTM A23 FOR CONNECTORS, AND ASTM A153 FOR FASTENERS. MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. GENERAL CARPENTRY NOTES: STAGGER ALL NAILING TO PREVENT SPLITTING OF WOOD MEMBERS. PRESSURE -TREAT ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY. HOLES AND CUTS IN 3X OR 4X PLATES SHOULD BE TREATED WITH A 20% SOLUTION OF COPPER NAPHTHENATE. BOLT HOLES IN WOOD MEMBERS SHALL BE A MINIMUM OF 1/32" TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. PROVIDE CUT WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD. PROVIDE A MINIMUM 3x3x.229 PLATE WASHER ON ALL ANCHOR BOLTS WHICH CONNECT MUD SILLS TO FOUNDATION. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS TABLE FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS. USE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN 2 THE LENGTH AND AROUND OPENINGS UNLESS DESIGNED BY A FLOOR JOIST MANUFACTURER. POSITIVE CONNECTIONS SHALL BE PROVIDED AT POST-BEAM CONNECTIONS TO ENSURE AGAINST UPLIFT AND LATERAL DISPLACEMENT. USE 12" CS-14 UNLESS NOTED OTHERWISE. LAG SCREWS: SHALL BE OF A DIAMETER INDICATED ON DRAWINGS WITH A MINIMUM OF 8x DIAMETER EMBEDMENT IN SUPPORTING MEMBER UNLESS NOTED OTHERWISE. CLEARANCE HOLE FOR THE SHANK SHALL BE THE SAME DIAMETER AS THE SHANK AND THE SAME DEPTH OF PENETRATION AS THE UNTHREADED PORTION OF THE SHANK. THE LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 60 TO 75% OF THE SHANK DIAMETER AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION. THE THREADED PORTION OF THE SCREW SHALL BE INSERTED IN ITS LEAD HOLE BY TURNING WITH A WRENCH, NOT BY DRIVING WITH A HAMMER. SOAP OR OTHER LUBRICANT SHALL BE USED ON THE SCREWS OR IN THE LEAD HOLE TO FACILITATE INSERTION AND TO PREVENT DAMAGE TO THE SCREW. METAL PLATE CONNECTED WOOD TRUSSES: SHALL BE MANUFACTURED BY AN APPROVED TRUSS MANUFACTURER IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. ALL ROOF TRUSSES ARE TO BE PRE - ENGINEERED BY OTHERS. ROOF TRUSSES SHALL BE PROVIDED TO COMPLETE THE ROOF FRAMING FROM THE SHEATHING TO THE SUPPORTING MEMBERS BELOW. SHOP DRAWINGS AND CALCULATIONS SHALL BE PRODUCED UNDER THE SUPERVISION OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE WASHINGTON. DETAIL DRAWINGS TO INDICATE ALL INFORMATION AS REQUIRED IN IRC SECTION R802.10.1 INCLUDING PERMANENT LATERAL BRACING AND CONNECTION DETAILS. I JOISTS: SHALL BE APA EWS PERFORMANCE RATED I- JOISTS (PRI) OR PRE - APPROVED EQUAL. I- JOISTS SHALL BE MANUFACTURED IN CONFORMANCE WITH APA PRI -400 rum CONFORMING TO APPROVED SHOP AND INSTALLATION DRAWINGS. CODE COMPLIANCE MEMBER SUBSTITUTIONS MUST MEET OR EXCEED MOMENT, SHEAR AND STIFFNES OF APP M THOSE MEMBERS SPECIFIED AT THE SAME DEPTH AND SPACING. JAN 2 1 PIq LATERAL 6 urchv I I ) LOAD E3 CAE - ZN C: -' ONI p r aka r :D !, City Of Tukwila PING DIVISION o O RECEIVED JAN 0 8 Z009 REF MT CENTER 5 z W W z z W O 0 N 0 U) oo m O O oo Z COPYRIGHT ©2008 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL CI 120 6 110 106 1 00 9 90 .••••.. I........ ........ I......... ..S iii d icwi..•i<i, 5iii✓. i .will✓,vi1.:-i,inisir.. - i ?iiiiiriiii�iriiirr ✓irisi riirrsncoiii ✓ Hi ✓.vsa T.IYA ..l ' Hsu Nffnai:'n 10 +00 Gtr • :1220 • • • a 41'lgee - L1 � 1 1' "UTILITY bbNFLICY : :::: I .:: PIPE DEFCECT]0N. DETAIL... ? .. . i . ........} 11 +00 i .. : i......... 1........ .i.........1.........j ...... ...... ..,.•........�.. CAL 12 +00 ot11 o -1 /so .3 1 I ' ... i EXIS1E 0 GROU 6b7FdM'E. 6bll ifli••••••• :::i ....... ........ 8" :0.t.: WA g 4 c4 c4 o °O KJ 11 i R :MAIK " • co 13 +00 r..iiiiiiii. A".4421i.,/4riit .. • t 1 •• ..i 3 1 115 1 ••••••! 96 90 20' 10' I 11 20' CONSTRUCTION NOTES; 0 CAUTION: POTENTIAL UTILITY CONFUCT. CONTRACTOR SHAD. VERIFY (POTHOLE) EXACT LOCATION AND DEPTH OF EXISTING UTILITY. SEE ORDER OF WORK IN THE SPECIFICATIONS. 0 CONTRACTOR SHALL FURNISH AND INSTALL A NEW 8 PVC SIDE SEWER FROM THE NEW s' SEWER PIPE OR SSMH (As NOTED) TO THE R -O-W LINE. SEE SIDE SEWER STUB DETAIL ON SHEET 48.• ® CONTRACTOR SHALL NOT MAKE THIS CONNECTION UNTIL A SUCCESSFUL PURITY AND PRESSURE TEST OF THE NEW WATER SYSTEM HAS BEEN WITNESSED AND APPROVED BY THE CITY. 0 THE EXISTING WATER MAIN SHALL REMAIN IN SERVICE UNTIL A SUCCESSFUL PURITY AND PRESSURE TEST OF THE NEW WATER SYSTEM HAS BEEN WITNESSED AND APPROVED BY THE CITY, AND THE EXISTING WATER SERVICES HAVE BEEN TRANSFERRED TO THE • NEW SYSTEM. THE EXISTING WATER MAIN SHALL THEN BE ABANDONED IN PLACE ® CONTRACTOR SHALL FURNISH AND INSTALL A NEW FIRE HYDRANT ASSEMBLY. SEE DETAIL ON SHEET 48. . © CONTRACTOR SHALL REMOVE, PROTECT AND TEMPORARILY RELOCATE EXISTING MAILBOX. THE CONTRACTOR SHALL COORDINATE YITH 111E LOCAL POSTMASTER REGARDING THE TEMPORARY SERVICE AND FINAL LOCATION. . 07 CONTRACTOR SHALL RECONNECT COSTING WATER SERVICE SEE DETAIL ON SHEET 49. 08 CONTRACTOR SHALL ADJUST EXISTING MANHOLE, VALVE BOX, METER BOX, CLEANOUT, MONUMENT CASE OR CATCH BASIN FRAME TO THE NEW GRADE THE UTILITY COMPANY SHALL ADJUST GAS VALVE OR TELEPHONE MANHOLE. CONTRACTOR SHALL COORDINATE THIS WORK. O CONTRACTOR SHALL CONNECT NEW 8' SEWER PIPE TO EXISTING MANHOLE. CONTRACTOR SHALL. STABILIZE EXISTING MANHOLE TO RESIST LATERAL LOADING. RECHANNEL EXISTING MANHOLE AS REQUIRED. IO CONTRACTOR SHALL CONNECT NEW 8' SEWER PIPE TO EXISTING SEWER PIPE WITH A FERNCO ADAPTER. 11 CONTRACTOR SHALL REMOVE. PROTECT AND REINSTALL EXISTING SIGN. LANDSCAPING. FENCE OR ROCKERY AS REQUIRED. CONTRACTOR SHALL COORDINATE WITH THE PROPERTY OWNER AND THE ENGINEER. 12 CITY WILL CLOSE EXISTING WATER VALVE AFTER EXISTING WATER MAIN HAS BEEN ABANDONED. CONTRACTOR SHALL COORDINATE THIS WORK. THE EXISTING VALVE BOX SHALL BE REMOVED AND WASTE}IAULED AND THE VOIDS BACKFILLED WITH CRUSHED SURFACING TOP COURSE . 13 THE EXISTING UTILITY POLE SHALL BE 'HELD' BY THE LIMIT COMPANY. CONTRACTOR SHALL COORDINATE THIS WORK WITH THE 120 UTUTY COMPANY. . 40' RIGHT - OF - WAY DISCLAIMER THE RIGHT -OF -WAY AND PROPERTY UNES SHOWN HEREON ARE BASED ON AVAILABLE INFORMATION, NOT ON A SURVEYED LOCATION AND ARE ONLY APPROXIMATE. 0 s > I II N d O 1 z SHEET: 22 OF: 70 JOB NO.: 00539 DWG: C\PLAN30 GENERAL CONSTRUCTION NOTES 1. Locations shown for existing utilities are approximate. 2. At least 48 hours before starting project site work, notify the Utilities Inspector at 206 - 433 -0179. 3. Request a Public Works utility inspection at least 24 hours in advance by calling 206 - 433 -0179. 4. The Contractor assumes sole responsibility for worker safety, and damage to structures and improvements resulting from construction operations. 5. The Contractor shall have the permit(s) and conditions, the approved plans, and a current copy of City of Tukwila Development Guidelines and Design and Construction Standards available at the job site. 6. All work shall conform to these approved drawings. Any changes from the approved plans require pre - approval from the owner, the engineer, and the City of Tukwila. 7. All methods and materials shall meet City of Tukwila Development Guidelines and Design and Construction Standards, unless otherwise approved by the Public Works Director. 8. Contractor shall maintain a current set of record drawings on -site. 9. Contractor shall provide record drawings prior to project final approval. 10. Provide traffic control and street maintenance plan for Public Works approval before implementation. 11. All surveying for public facilities shall be done under the direction of a Washington licensed land surveyor. Vertical datum shall be NAVD 1988. Horizontal datum shall be Washington State (grid) Coordinates, North Zone, using NAD 83/91 survey control and tied to any two City of Tukwila Horizontal Control Monuments. For projects within a flood control zone, the Permittee shall provide conversion calculations to NGVD 1929. 12. Replace or relocate all signs damaged or removed due to construction. 13. Retain, replace or restore. existing vegetation in rights -of -way, easements, and Access Tracts. CONSTRUCTION SPECIFICATIONS 1. All work performed shall be per approved plans and specifications only. The Permittee is required to maintain a set of approved plans, specifications, and associated permits on the job site. Work shall be performed in accordance with all federal, state, and local laws. Permittee shall apply for a Revision for any work not according to the approved plans. 2. Permittee /Contractor shall arrange a preconstruction conference with the City's Inspector(s) prior to beginning any work. 3. Work in Roadways a. All work in roadways shall meet TMC 11 and the following: b. Prior to any activity in City right -of -way, the Permittee shall provide the City a traffic control plan for review and approval. The traffic control plan shall include the location, address and description of traffic flow during the work and shall meet MUTCD requirements. c. All work requiring lane closures must be by permit only. From the third Thursday in November to the following January 2nd, the Director does not allow lane closures in the Tukwila Urban Center. d. Fire, pedestrian, and vehicular access to buildings shall be maintained at all times, except when Permittee has permission from the building owner and the Director to close an access. e. All roadways shall be kept free of dirt and debris using street sweepers. Use of water trucks for cleaning roadways requires pre - approval from the Director. f. Install steel plates over any trench, at any time work is stopped and the trench is left open. STORM DRAINAGE NOTES 1. All methods and materials shall meet City of Tukwila Development Guidelines and Design and Construction Standards, and the current King County Surface Water Design Manual, unless otherwise approved. 2. Mark all storm drain inlets with "Dump No Waste" and either "Drains to Streams ", "Drains to Wetlands ", or "Drains to Groundwater ", as applicable. 3. Driveway culverts shall be of sufficient length to provide a minimum 3:1 slope from the edge of the driveway to the bottom of the ditch. Culverts shall have beveled end sections that match the side slope. NE 1/4, SE 1/4, SECTION 10, T23N, R4E, W.M. GRADING AND EROSION CONTROL NOTES 1. The erosion prevention and sediment control (ESC) measures on the approved plans are minimum requirements. 2. Before beginning any construction activities, establish the clearing limits, install construction entrance, and install erosion prevention and sediment control measures. 3. Before any ground disturbance occurs, all downstream erosion prevention and sediment control measures (ESC) must be constructed and in operation. Install and maintain all ESC measures according to the ESC plan. 4. ESC measures, including all perimeter controls, shall remain in place until final site construction is completed and permanent stabilization is established. 5. From May 1 through September 30, provide temporary and permanent cover measures to protect disturbed areas that will remain unworked for seven days or more. 6. From October 1 through April 30, provide temporary and permanent cover measures to protect disturbed areas that will remain unworked for two days or more. In addition to cover measures, the Contractor shall: a. Protect stockpiles and steep cut and fill slopes if unworked for more than 12 hours. b. Stockpile, on site, enough cover materials to cover all disturbed areas. c. By October 8, seed all areas that will remain unworked during the wet season (October 1 through April 30). Mulch all seeded areas. 7. Failure to maintain ESC measures in accordance with the approved maintenance schedule may result in the work being performed at the direction of the Director and assessed as a lien against the property where such facilities are located. 8. During the life of the project, the Permittee shall maintain in good condition and promptly repair, restore, or replace all grade surfaces; walls, drains, dams, structures, vegetation, erosion and sediment control measures, and other protective devices in accordance with approved plans. 9. The Permittee shall monitor the downstream drainage features, and shall, with the Director's approval, remove all sediment deposition resulting from project- related work. 10. All work performed shall be per approved plans and specifications only. The Permittee is required to maintain a set of approved plans and specifications and associated permits on the job site. Work shall be performed in accordance with all federal, state, and local laws. 11. As the first order of business, the Permittee shall install erosion prevention and sediment control measures per the ESC and shall install the downstream temporary ESC measures before any site disturbance occurs. Before the temporary measures are removed, install and establish the upstream permanent ESC measures. 12. The Permittee shall at all times protect sensitive areas, their buffers, and adjacent private properties and public rights -of -way or easements from damage during grading operations. The Permittee shall restore, to the standards in effect at the time of the issuance of the permit, sensitive areas, their buffers, and public and private properties and improvements damaged by the Permittee's operations. 13. Permittee shall arrange for and comply with the following: a. Notify the Public Works Department within 48 hours following installation of ESC measures. b. Obtain permission in writing from the Public Works Department prior to modifying the ESC plan. c. Maintain all road drainage systems, storm water drainage systems, control measures and other facilities as identified in the ESC plan. d. Repair any siltation or erosion damages to adjoining properties and drainage facilities. e. Inspect according to the approved ESC inspection schedule and make needed repairs immediately. UTILITY NOTES 1. All trench excavation operations shall meet or exceed all applicable shoring laws for trenches over 4 -feet deep. All trench safety systems shall meet WISHA requirements. 2. Power, cable, fiber optics, and telephone lines shall be in a trench with a 5' minimum horizontal separation from other underground utilities. 3. Adjust all manholes, catch basins, and valves in public rights -of -way or easements after asphalt paving. LEGAL DESCRIPTION: PARCEL A: LOT 41 AND THE NORTH HALF OF LOT 40, BLOCK 8 ALLENTOWN ADDITION TO THE CITY OF SEATTLE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12 OF PLATS, PAGE 100, RECORDS OF KING COUNTY, WASHINGTON. PARCEL B: LOT 39 AND THE SOUTH HALF OF LOT 40, BLOCK 8 ALLENTOWN ADDITION TO THE CITY OF SEATTLE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12 OF PLATS, PAGE 100, RECORDS OF KING COUNTY, WASHINGTON. TAX PARCEL NO. 0179001755 SITE ADDRESS: 122XX 50TH AVENUE S. ESTIMATED GRADING QUANTITIES CONTACTS CUT 30 CU. YDS. PER LOT FILL 30 CU. YDS. PER LOT (NOT INCL. BLDG. FOUNDATION) ELEVATION DATUM: DATUM: NAVD 88 Project Manage /Owner: Darryl Doak Doak Homes (206) 264 -6587 Design Engineer: Tim Schriever, PE Alliant Engineering & Land Surveying, Inc. (425) 485 -1083 UTILITY LOCATION NOTE: 1. Prior to starting construction, contact ONE -CALL (1- 800 - 424 -5555) for utility locations. Locations shown for existing utilities are approximate. Identification, location and marking of underground facilities or utilities if the responsibility of the Contractor 2. It is the contractor's responsibility to verify the location and elevation of all utilities and drainage facilities prior to construction. The Contractor is cautioned that overhead electrical and other utility lines may not be shown on the drawings. The contractor is responsible for determining the extent of any hazard created by overhead electrical power or other utility lines in all areas and shall follow procedures during construction as required by law and regulation. SHEET 1 SHEET 2 SHEET 3 VICINITY MAP NTS OP % i s BEFpR 0 C) CONTRUCTION SEQUENCE 1) ATTEND PRE - CONSTRUCTION MEETING. 2) FLAG OR FENCE CLEARING LIMITS AND INSTALL FILTER FABRIC OVER EXISTING CATCH BASINS. 3) INSTALL PERIMETER PROTECTION (SILT FENCES, ETC.) 4) GRADE AND INSTALL CONSTRUCTION ENTRANCE TO LOTS. • 5) CLEAR FOR AND INSTALL SEDIMENT TRAPS IF NECESSARY. 6) CLEAR, ROUGH GRADE, STABILIZE SITE AND CONSTRUCT BUILDINGS. 7) INSTALL SIDE SEWER, WATER SERVICE AND OTHER UTILITIES. 8) INSTALL ON -SITE STORM DRAINAGE FACILITIES. 9) MAINTAIN FILTER FABRIC OVER ALL CATCH BASIN GRATES. 10) MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH TUKWILA CITY STANDARDS. 11) COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH, PLASTIC SHEETING, OR EQUIVALENT. 12) COMPLETE FINAL GRADING AND PAVING OF DRIVEWAYS. 13) STABILIZE ALL AREAS WITHIN SEVEN DAYS OF REACHING FINAL GRADE. 14) HYDROSEED (OR EQUAL) ALL DISTURBED OR CLEARED SOILS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS. 15) CLEAN OUT STORM DRAINAGE SYSTEM. 16) UPON COMPLETION OF THE PROJECT, STABILIZE ALL DISTURBED AREAS AND REMOVE ALL ESC FACILITIES (BMP's) ONLY WHEN ENTIRE SITE IS STABILIZED. 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: ° l 2z SHEET INDEX N UTILITIES UNDERGROUND LOCATION CENTER 1203 �42Z RECEIVED CITY OF TUKWILA R116. SEP 0 5 2008 PERMIT CENTER SPECIFICATIONS EROSION & SEDIMENTATION CONTROL PLAN SMALL SITE DRAINAGE PLAN NO. DATE REVISION ALLIANT ENGINEERING & LAND SURVEYING, INC. 14525 148th AVE. NE ( #132) WOODINVILLE, WA 98072 (425) 485 -1083 alliantengineering@ccomcast.net ithe EXPIRES 10/4/2009 I APPLICANT: DOAK HOMES, INC. 11812 - 26TH AVENUE SW BURIEN, WA 98146 (206) 246 -6587 DATE 4/3/08 AELS PROJECT NO. 05009 SMALL SITE DRAINAGE PLAN iZZn SITE ADDRESS: 50th AVE SOUTH LOTS A&B TAX PARCEL NO. 0179001755 L oT�3 SHEET 1 OF 3 NO. REVISION ALLIANT ENGINEERING & LAND SURVEYING, INC. 14525 148th AVE. NE ( #132) WOODINVILLE, WA 98072 (425) 485 -1083 APPLICANT: DOAK HOMES, INC. 11812 - 26TH AVENUE SW BURIEN, WA 98146 (206) 246 -6587 office (206) 246 -5991 fax EROSION & SEDIMENT CONTROL PLAN SITE ADDRESS: 50TH AVE SOUTH LOTA A &B TAX PARCEL NO. 0179001755 DATE 4/3/08 AELS PROJECT N0. 05009 SHEET 2 OF 3 SILT FENCE NOTES: A. THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID USE OF JOINTS. WHEN JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST, WITH A MINIMUM 6 INCH OVERLAP, AND BOTH ENDS SECURELY FASTENED TO THE POST. B. THE FILTER FABRIC FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS (WHERE FEASIBLE). THE FENCE POSTS SHALL BE SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF 12 INCHES). C. A TRENCH SHALL BE EXCAVATED, ROUGHLY 4 INCHES WIDE AND 4 INCHES DEEP, UPSLOPE AND ADJACENT TO THE WOOD POSTS TO ALLOW THE FILTER FABRIC TO BE BURIED. D. WHEN STANDARD STRENGTH FILTER FABRIC IS USED, A WIRE MESH SUPPORT FENCE SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY -DUTY WIRE STAPLES AT LEAST 1 INCH LONG, TIE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A MINIMUM OF 4 INCHES AND SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. E. THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE, AND 12 INCHES OF THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. THE FABRIC SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. FILTER FABRIC SHALL NOT BE STAPLED TO EXISTING TREES. F. WHEN EXTRA - STRENGTH FILTER FABRIC AND CLOSER POST SPACING ARE USED, THE WIRE MESH SUPPORT FENCE MAY BE ELIMINATED. IN SUCH A CASE, THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO THE POSTS WITH ALL OTHER PROVISIONS OF STANDARD NOTE E APPLYING. G. THE TRENCH SHALL BE BACKFILLED WITH NATIVE SOIL OR 3/4" -1.5" WASHED ROCK H. FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABIUZED. I. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. MAINTENANCE: ANY DAMAGED OR CLOGGED FENCE SHALL BE REPAIRED /REPLACED IMMEDIATELY. SEDIMENT MUST BE REMOVED WHEN THE SEDIMENT DEPTH IS 6 INCHES OR GREATER. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENCE, THEY MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR POND. J. EROSION CONTROL SEEDING SCHEDULE TEMPORARY EROSION CONTROL PROPORTIONS PERCENT PERCENT SEED MIX (by weight) PURITY GERMINATION Chewings or Red Fesque (Festurca rubra var. commutata or Festurca rubra) 40% 98% 90% Annual or Perennial Rye ( Lolium multiflorum or Lolium perenn), 40% 98% 90% Redtop or Colonial Bentgrass (Agrostis alba or Agrostis tennis) 10% 92% 85% White Dutch Clover (Trifolium repens) 10% 98% 90% LAWN SEEDING SCHEDUALE LANDSCAPING SEED MIX PROPORTIONS PERCENT PERCENT (by weight) PURITY GERMINATION Perennial Rye Blend ( Lolium perenne) 70% 98% 90% Chewings and Red Fescue Blend (Festuoa rubra var. commutata or Festuoa rubra) 30% 98% 90% EROSION AND SEDIMENTATION CONTROL NOTES (1) Approval of this erosion and sedimentation control (ESC) plan does not constitute an approval of permanent road or drainage design (e.g. size and location of roads, pipes, restrictors, channels, retention facilities, utilities, etc.) (2) The implementation of these ESC plans and the construction, maintenance, replacement, and upgrading of these ESC facilities is the responsibility of the applicant /ESC supervisor until all construction is approved. (3) The boundaries of the clearing limits shown on this plan shall be clearly flagged by survey tape or fencing, if required, prior to construction (SWDM Appendix D). During the construction period, no disturbance beyond the clearing limits shall be permitted. The clearing limits shall be maintained by the applicant /ESC supervisor for the duration of construction. (4) Stabilized construction entrances shall be installed at the beginning of construction and maintained for the duration of the project. Additional measures, such as constructed wheel wash systems or wash pads, may be required to ensure that all paved areas are kept clean and track out to road right of way does not occur for the duration of the project. (5) The ESC facilities shown on this plan must be constructed prior to or in conjunction with all clearing and grading so as to ensure that the transport of sediment to surface waters, drainage systems, and adjacent properties is minimized. (6) The ESC facilities shown on this plan are the minimum requirements for anticipated site conditions. During the construction period, these ESC facilities shall be upgraded as needed for unexpected storm events and modified to account for changing site conditions (e.g. additional cover measures, additional sump pumps, relocation of ditches and silt fences, perimeter protection etc.). (7) The ESC facilities shall be inspected daily by the applicant /ESC supervisor and maintained to ensure continued proper functioning. (8) Any areas of exposed soils, including roadway embankments, that will not be disturbed for two days during the wet season or seven days during the dry season shall be immediately stabilized with the approved ESC cover methods (e.g., seeding, mulching, plastic covering, etc.). (9) Any area needing ESC measures, not requiring immediate attention, shall be addressed within seven days. (10) The ESC facilities on inactive sites shall be inspected and maintained a minimum of once a month or within 24 hours following a storm event. (11) At no time shall more than one (1) foot of sediment be allowed to accumulate within a catch basin. All catch basins and conveyance lines shall be cleaned prior to paving. The cleaning operation shall not flush sediment —laden water into the downstream system. (13) Cover measures will be applied in conformance with Appendix D of the Surface Water Design Manual. (14) Prior to the beginning of the wet season (Oct. 1), all disturbed areas shall be reviewed to identify which ones can be seeded in preparation for the winter rains. Disturbed areas shall be seeded within one week of the beginning of the wet season. A . sketch map of those areas to be seeded and those areas to remain uncovered shall be submitted to the City inspector for review. FILTER FABRIC MATERIAL 36" MIN WIDE ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH FABIC TO WIRE. JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. 2 "x2" BY 14 GA. WIRE FABRIC OR EQUIVALENT BURY BOTTOM OF FILTER MATERIAL IN 4 "x4" TRENCH SILT FENCE DETAIL NOT TO SCALE 12 "MIN I 6' MAX. 2 "x4" WOOD POSTS, STANDARD OR BETTER OR EQUAL ALTERNATE: STEEL FENCE POSTS i 24 "MIN 36 "MIN 4 "x4" MIN. TRENCH. BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" WASHED ROCK FILTER FABRIC MATERIAL 2 "x2" BY 14 GA. WIRE FABRIC OR EQUIV. IN STANDARD STRENGTH FABRIC IS USED 25.00' ohm s Ii1�1 4" MIN 2 "x4" WOOD POST ALT: STEEL FENCE POSTS 2 / 32.00' 0 M J 24 "MIN 36 "MIN INSTALL FILTER FENCE AS NECESSARY TO PREVENT LADEN WATER FROM EXITING THE SITE. S8917'24 "E .0 PROPERTY BOUNDARY IS THE LIMIT OF CLEARING. S8917'24 "E 1(1(1 PROPOSED RESIDENCE 0 LOT A 55.00' S89 °17'24 "E STABILIZED CONSTRUCTION ENTRANCE PROPOSED RESIDENCE S OT : 48' -0" 0 0 cd 10' ESMT FOR SIDE SEWER, DRAINAGE FLOW (TYP) SQ GEOTEXTILE FABRIC UNDER QUARRY SPALLS (MARAFI 600X OR EQUAL) UTILITIES AND DRAINAGE STABIUZED CONSTRUCTION ENTRANCE PER DETAIL THIS SHEET III ., a, ■ x 0, 0 e 4 1 O lit (}) :c\-) 1 S 97, / 01 41 1#f !Pk. - * i r ti .„ sow , 7 n ilbs -20 00' i , • -b 0 Oat 47 t41-4* eavo ow. d 20 0 0' alb la • A) c op • n v�nnv 0 0 a) 0 I Op. 4 b EXISTING GAS I TABIUZED E ONSTRUC11 N NTRANCE pER DETAIL I ITNIS SHEET IN F I I CB1 (EXISTING) GRATE: 110.63 IE(12 "): 105.96 IE(8 "): 106.29 STABILIZED CONSTRUCTION ENTRANCE NOTES: 1. INSTALLATION: THE AREA OF THE ENTRANCE SHOULD BE CLEARED OF ALL VEGETATION, ROOTS AND OTHER OBJECTIONABLE MATERIAL. THE QUARRY SPALLS SHALL BE PLACED TO THE SPECIFIED DIMENSIONS. ANY DRAINAGE FACILITIES REQUIRED BECAUSE OF WASHING SHOULD BE CONSTRUCTED ACCORDING TO SPECIFICATIONS IN THE PLAN. IF WASH RACKS ARE USED, THEY SHOULD BE INSTALLED ACCORDING TO MANUFACTURER'S SPECIFICATIONS. 2. AGGREGATE: 3" TO 8" QUARRY SPALLS PER WSDOT SID. SPECS. SEC. 9 -13.6. 3. ENTRANCE DIMENSIONS: THE AGGREGATE LAYER MUST BE AT LEAST 12" THICK. IT MUST EXTEND THE FULL WIDTH OF THE VEHICULAR INGRESS AND EGRESS AREA. THE LENGTH OF THE ENTRANCE MUST BE AT LEAST 100 FEET. 4. WASHING: IF CONDITIONS ON THE SITE ARE SUCH THAT MOST OF THE MUD IS NOT REMOVED FROM VEHICLE TIRES BY CONTACT WITH THE ROCK ENTRANCE, THEN THE TIRES MUST BE WASHED BEFORE VEHICLES ENTER A PUBLIC ROAD. WASH WATER MUST BE CARRIED AWAY FROM THE ENTRANCE TO A SETTLING AREA TO REMOVE SEDIMENT. A WASH RACK MAY ALSO BE USED TO MAKE WASHING MORE CONVENIENT AND EFFECTIVE. 5. MAINTENANCE: THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS -OF -WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 2" STONE, AS CONDITIONS DEMAND, AND REPAIR AND /OR CLEAN OUT OF ANY STRUCTURES USED TO TRAP SEDIMENT. ALL MATERIALS SPILLED, DROPPED, WASHED OR TRACKED FROM VEHICLES ONTO ROADWAY OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY BY SWEEPING. THE PAVEMENT SHALL NOT BE CLEANED BY WASHING DOWN THE STREET, EXCEPT WHEN SWEEPING IS INEFFECTIVE AND THERE IS A THREAT TO PUBLIC SAFETY. STABILIZED CONSTRUCTION ENTRANCE . TALL FIL FABRIC CATCH SIN PRO TION OVER INLET PREVENT SILT LADEN WATER OM ENTE ING STORM DRAINS. ■ LIMIT OF CLEARIte Cn 25' ROW I I INSTALL FILTER FENCE ALONG DOWNSLOPE OF CLEARING UMITSV AS NECESSARY TO PREVENT LADEN WATER FROM EXITING THE SITE. old NOT TO SCALE EXISTING FIRE HYDRANT BENCH MARK: NORTH FLANGE BOLT ELEVATION: 110.69 7-- EXISTING UTILITY POLE ‘?, SCALE: 1 " =10' BASIS OF BEARINGS: PLAT OF ALLENTOWN TO THE CITY OF SEATTLE. PLAT VOL. 12 P100 DATUM: NAVD 88 RECEIVED CITY OF TUKWILA SEP 0 5 2008 PERMIT CENTER LEGEND Oh I 011 OH— EXISTING OVERHEAD POWER w w w EXISTING WATER MAIN G G c EXISTING NATURAL GAS s s s EXISTING SANITARY SEWER MAIN •c • I PROPOSED NATURAL GAS u u PROPOSED UNDERGROUND POWER w w w— PROPOSED WATER SERVICE UNE PROPOSED SANITARY SIDE SEWER PROPOSED STORM 0 CLEAN OUT LOT L LOT A L LOT B AREA 4 4494 SQ.FT. 4 4494 SQ.FT. h , ' /4 „ � , 4 . ' ,f'�. -," OVERFLOW OOF DOWNSPOUT 4' PVC ELBOW 4' PVC SLOPE =2. 00% MIN. 1/4' MESH SCREEN ON PIPE INLET 15' MIN. WHERE CRAWL SPACE FLOOR IS LOWER THAN OVER FLOW. DRYWELL DETAIL NOT TO SCALE STORM DRAINAGE NOTES O CB (A) (TYPE 1) GRATE:110.86 IE= 108.86 (OVER FLOW) ® CB (B) (TYPE 1) GRATE :111.00 IE= 109.00 (OVER FLOW) ® 5' DIAMETER DRYWELL PER DETAIL THIS SHEET SIDE SEWER NOTES O 1 =6" PVC CLEAN —OUT 1 -6" PVC TESTING TEE 1 -6" PVC WYE 1 -6" 45' BEND 2 -6 "X4" REDUCER IE= 102.10 L 4" PVC CLEAN —OUT IE= 106.30 L 1 -4" WYE 1 -4" CLEAN —OUT 1 -45' BEND IE= 108.18 ZS, 1 -4" WYE 1 -4" CLEAN —OUT IE= 109.00 WATER pi NEW i" WATER METER & SERVICE LINE PER TUKWILA STANDARDS. (BORE UNDER ROAD) TYPE 1 CATCH BASIN WITH STANDARD GRATE INSTALL 24' - #4 REBAR AT CENTER OF DRY F1: . - 1 ATION MI 4' PVC S =2, DO% 12' MIN, H- 12'MIN, of i of w w G G S S 0 — F 0 Q U w w w 0 0 0 co SIDE SEWER NOTES INSTALL A CLEAN —OUT WHERE THE SIDE SEWER ATTACHES TO SANITARY SEWER CLEAN —OUTS SHALL BE EXTENDED TO FINAL TUKWILA CONSTRUCTION STANDARDS DWG. SS -2. LEGEND OH- w G S 0 U w_ _ _ 5' 2 N U 2% 12' MIN. TABLE OR THE HOUSE PLUMBING. GRADE PER 6" MAX. 5' MIN. TO PROPERTY LINE 5' -4' PERFORATED LEACH BED TUBING ON LEVEL GRADE FILTER FABRIC LINER ON SIDES AND TOP OF DRY WELL ABOVE SEASONAL WATER RESTRICTIVE LAYER EXISTING OVERHEAD POWER EXISTING WATER MAIN (8" DI) EXISTING NATURAL GAS , EXISTING SANITARY SEWER MAIN (8" PVC) PROPOSED NATURAL GAS PROPOSED UNDERGROUND POWER PROPOSED WATER SERVICE UNE (1" POLY, 200 PSI) PROPOSED SANITARY SIDE SEWER PROPOSED STORM CLEAN OUT 2Z DRAINAGE PLAN NOTES: 1. STORM WATER RUNOFF FROM THE ROOF AND DRIVEWAY AREAS FROM EACH LOT SHALL BE COLLECTED IN A TYPE 1 CATCH BASIN AND THEN ROUTED THROUGH A 4" PVC PIPE TO DRYWELL(S). 2. A MINIMUM OF TWO DRYWELLS WILL BE INSTALLED ON EACH LOT. ONE FOR EACH 1000 SQ.FT. OF ROOF /DRIVEWAY AREA. 3. THE FINAL GRADE ELEVATIONS SHOWN ON THIS PLAN MAY BE ADJUSTED AS NESESSARY TO REDUCE CUTS /FILLS AND /OR MAINTAIN 1% MIN /5% MAX SLOPES FOR DRIVEWAY. 4. INSTALL FILTER FABRIC OVER ALL CATCH BASIN OPENINGS DURING CONSTRUCTION. 5. SOIL LOG TEST HOLES WERE DUG ON THE LOTS NEAR THE DRYWELL LOCATIONS. THE SOIL TYPE AND STRATIFICATION WAS TYPICALLY AS FOLLOWS: 0 -9' DEPTH OF GREY /BLACK MEDIUM SAND WITH NO EVIDENCE OF WATER TABLE ENCOUNTERED NO EVIDENCE OF WATER TABLE ENCOUNTERED SCS SOIL CLASSIFICATION: PILCHUCK SERIES 6. ALL PVC PIPE SHALL CONFORM TO ASTM D- 3034— SDR35. PROPOSED RESIDENCE MAIN FF: 112.60 GARAGE HI /LOW: 111.60/111.20 CRAWLSPACE FF: 109.50 MIN. 55.00' 4" PVC FOOTING DRAIN S =2.00% OF MIN. � ".- 10' EX. UTIUTY EASEMENT & DRAINAGE 5 =2.00% 32' -4" PVC S= 19.00 II 20'0' H . 6" PSC S= 2.00%4 0 It= 105.61' / F o 0 0 0 U, rn 4 25.00' EXISTING CONTOUR 1� /32.00' PROPERTY BOUNDARY IS THE LIMIT OF CLEARING. 0 t) FINSHED CONTOUR (TYP) PROPOSED LOT LINES 100 100.00 S89'17'24 "E 100.00' / � o S89 "E 0 100.00' 0 PROPOSED RESIDENCE MAIN FF: 112.60 GARAGE HI /LOW: 111.70/111.30 CRAWLSPACE FF: 109.50 MIN 4 ' OTB 48' -0" S89 "E U C EXISTING GRADE CONTOURS r'1 20 2% Agiellg■ 2:7 DIRECT DRIVEWAY DRAINAGE TO CATCH BASIN PER PLAN 2" COMPACTED DEPTH CLASS "B" ASPHALT CONCRETE (OR EQUAL) 1 CRUSHED SURFACING TOP COURSE 2W' MIN. CRUSHED SURFACING BASE COURSE 00' PRIVATE DRIVEWAY CROSS - SECTION 18' TYP O NOT TO SCALE EXISTING GAS I p " PVC FOO11NG -2.00% MIN. I I I E)I4TING WATER MHTE 114" 1 II I 251 row I I II URFACE 1' COMPACT SUBGRADE AND SIDE SLOPES TO 95% OF MAX. DENSITY PROPOSED W I N - - --� EXISTING 6" TEE STA. 10 +56 IE: 101.62 19 1► i I CB1 (EXISTING) GRATE: 110.63 IE(12 "): 105.96 IE(6 "): 105.45 DRAIN EXISTING 25' ROW CB10 (EXISTING) GRATE: 110.49 CONDUIT 1, • EX. POWER N SCALE: 1 " =10' BASIS OF BEARINGS: PLAT OF ALLENTOWN TO THE CITY OF SEATTLE. PLAT VOL. 12 P100 DATUM: NAVD 88 N°6 POLE 0. RECEIVED CITY OF TIIKMLA SEP 0 5 2008 PERMIT CENTER ALLIANT ENGINEERING & LAND SURVEYING, INC. 14525 148th AVE. NE ( #132) WOODINVILLE, WA 98072 (425) 485 -1083 alliantengineering©comcast.net EXPIRES 10/4/2009 APPUCANT: DOAK HOMES, INC. 11812 - 26TH AVENUE SW BURIEN, WA 98146 (206) 246 -6587 SMALL SITE DRAINAGE PLAN SITE ADDRESS: 50TH AVE SOUTH LOTA A &B TAX PARCEL NO. 0179001755 DATE 4/3/08 AELS PROJECT NO. 05009 SHEET 3 OF 3